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BP-2426 CO-6798.pdf
Certificate of Occupancy Building & Planning Department Garfield County, Colorado No change in the character of occupancy of a building shall be made without a Certificate of Occupancy -(Chapter 1 IRC, IBC) This certificale is issued pursuant to the requirements of Chapter1 of Ihe IRC or Chapler 1 of the IBC certifying Ihat at the time of Issuance, this structure was in compliance with the various codes adopted by the County regulating building construction or use for the following. CO Number: Group Owner Building Address Contractor CO-6798 S-1 American Soda, LLP SE1 /4 NE1 /4 Sec3, T7S, R96W PARACHUTE, CO 81635 Williams Field Services Company, LI ER, Chief Building Official Permit No. Type of Construction Owner Address BLC0-4-12-2426 VB 2717 CR 215 Parachute, CO 81635 Locality: 240902200148 Contractor Address One Williams Center Tulsa, OK 74172 Date of Final Inspection 07/13/2012 Work Description: Installation of Gas Chromatograph building with a CDOH insignia affixed. Issuance of a Certificate of Occupancy shall not be construed as an approval of a violation of the provisions of this code or of other resolutions or zoning codes of the jurisdiction Certificates presuming to give authority to violate or cancel the provisions of this code or of this code or of other resolutions of the jurisdiction shall not be valid (Chapter 1 IRC, IBC). Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Project Address SE1/4 NE1/4 Sec3, T7S, R96W PARACHUTE, CO 81635-Owner Information American Soda, LLP Parcel No. Subdivision 240902200148 Address 2717 CR 215 Parachute CO 81635-Permit NO. BLC0-4-12-2426 Pennit Type: Commercial Building Wolk Classification: New Pennit Slatus: Active Issue Date: 4/6/2012 Expires: 10103/2012 Section Township Range Phone Cell 970-285-6500 Contractor!sl Phone Primary Contractor Required Inspections: Williams Field Services Company, LlC (303)629-B417 Ves Proposed Construction I Details Gas Chromatograph buiding FEES DUE Fee Commercial Building Fee Manufacture Fee Plan Check Fee Total: Friday, April 6, 2012 Amount $32.65 $400.00 $21.22 $453.87 Valuation: $ 720.00 Total Sq Feet: 80.00 FEES PAID InvTotal Paytype Amt Paid Amt Due Inv # BLC0-4-12-217B4 $ 453.87 Credit Card Credit Card $16.27 $437.60 $ 0.00 Fo, In.p"t'o", <all: 1 (888)868-5306 Inspection IVR See Permit Record Building Department Copy 2 I I 2 3 4 5 6 7 8 9 <Jarfie ld COZ4FZ 108 st" Street, Suite 401. Glel/wood Springs, CO 8 1601 Ph:910-945-82 12 F":970-384-3440 I" speclio" U"e:888-868-5306 www.gnrfield-county.com BUILDI,N G. P ER,M IT APPLICATIO,N ( A i , , , l " ' , Parcel No: (lMs 1"/Ol'lIIalioll is OI'l/ilable 0/the (I,'iSC,UOfS office 970.945.9134) I Lot No: Block No: Subd./Jh:emp'tion: r ,1~!~1\ .. 2409-022-00-148 Job Address: (if (III address has 1101 been (lssigl/('(J, I)/('(lse pro\'ide CR, HII'Yol' 5'1'('('1 Name & Cily) or and legal description S E1/4 NE1/4 of Section 3, Tl S, R96Wof the 6th P.M, Parachute, CO 81635 Owner: (proper,y o\\'/ler) Mailing Address: Ph: AI< Ph: American Soda, LLP POB672346 Houslon, TX77267 -2346 970-285-6500 Contractor: Mailing Address: Ph: AI< Ph: Williams Field Services Company, LLC One Williams Center Tulsa, OK 74172 Attn . Eric Miller (3031629·8417 Manufactured home installer: Mail ing Address: Ph: Lie If: NA Architect: Mailing Address: Ph: AI< Ph: NA Engineer: Mail ing Address: Ph: AI< Ph: Boris Vilner P.E. 8450 E. Crescent Parkway Greenwood Village. CO 80111 303-714-4840 Sq. Ft. of Building: Sq. Ft. or Acres of Lot: Height: No. of Floors: 80 s.f. 861.68 acres +/. 8 feet 1 Use of Building: D1Res ident ial 01Commerci al DOther I Class of Work: _0New []\1tera ti oll DAddition ORepai r OOemo OMove 10 Describe Work: Installation of a Gas Chromatograph Building with a COOH insignia affixed. Please call Phil Vaughan 970·625·5350 when permit is ready II Garage: I Sept ic: Type of Heat: DAttached DDetached OJISDS D Coll1lllunity D Nat. Gas D Propane 0 Electric DOther 12 Driveway Pemlit: Owners va luation of Work: Existing access from County Road 215 $148.000,00 NOT ICE Aut horlt)'. This application for a Uuild ing Permit must be signed by the Owner of the property, described above, or an (luthorizl'U agent. If lhe signature below is not that of the Owner. a separate 1eUer of authority, signed by the Owner, must be provided with this Application. Lfgal ACCfU. A Uui lding Pem1it cannot be issued without proofoflcgnlllnd adequate access to the property for purposes of inspcetions by the Uuilding Department. Othf r Pu mits. MUltiple separate permits may be required: ( I) State Electrical Pennit, (2) County ISDS Pennit, (3) another pennit required for use 011 [he property identified ah<we, e.g. Slate or County HighwllY/ROlld Aeee" or a SIHle Wastew~ t c r Discharge r ermil. Void Pt rmit. A Uui lding Permit becomes null and I'oid iflhe work aUlhorized is not commenced within 180 daysof [he date of issuance and if work is suspcndoo o r abandoned for a period of 180 days aft cr commenceme nt. CERTIFICATION I hereby certify that I ha\'e read this Application and that the infonn~tioll cont ai ned abo\"<: is truc and corrcct. I undcrstand thatlhc Buildi ng Departmcnt acecpts thc Application, (l long with the plans and specifi cations and olher datu submitted by me or on my bchalf(submittals ), based upon my certification as to aeeumey. Assuming completeness of the submittals and approval of this Application, a Uuilding Permi t will bc issued granting pennission to me, as 0\111Cr, to cons truct the stru ct urc(s) ~nd fa ci lities detailed on the s u bmi ll ~l s reviewed by the Building o cpartmcnl. In considerat ion of the issuance of the Building Permit, I agree th (lt I and my agents will comply with provisions of :lny federal. sta te or local law regulating the work and the Garfield COllnty Building Code, ISDS regulations and applicable land usc reg\I! ,liions (County Regulation(s)). I acknowledge that the Uuilding Permit may be suspended or rel'oked, upon notice from lhe County, if the location, construction Of lise of the struc ture(s) and f.1eility(ics), described abol'C, :Ire not in compliance with County Regulation(s) or :lny other applicable law. I hereby grant penn ission to the Building Department to enter the propert y, described aOOI'e, to inspect the work. I further acknowledge that the issuance of the Buildillg Permit docs not prel'Cnt [he Building Official from: ( I) requiring the correction o f errors in the submitt als, if any, discoI'eroo after issuance; or (2) stopping con struc tion or usc o f the s troctu rc(s) or fnci lity(ies) ifsuch is in I"iolal ion of County Regulation(s) or any other applicable law. Review of [his Application, including submitt als, and inspe1.:tions of the work by the Building Depa!1ment do not constitute an acceptance of TeSIXlIIsibili ty or liabili[y by the County of e rrors, omissions or d iscrepancies. As the Owner. I acknowledge that responsibility for compliance with federal. state and local laws and County Regulations rest with me and my authorized agents. including without limitation my architect designer, engineer and! or builder. I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE NOT1CE& C ERTI FICATION ADOVE: ~G\~~~~~\~ 4/2/12 OWNERS SIGNATURE DATE P..LU Y)( l-\ . .5 ' I ~ STAFF USE ONLY Speci al Condition s: Adjus ted Valuation : Phlll Check Fee: Pl'rmit Fee: Manu home Fee : Mise F('('s: ,If 720.!?P-z /.zZ-0 0 0 . f!;!2-ISDS No & Issued Date: LJ3760 Dr No & Iss ue Date: BU 0 -9>'liJ,.lP Total Fees: 95.5. [17 Fees Paid : Jt lu ,)J-Balance Due: Setba cks: /? /-/Po ,/?/INJ /5/00 OCC Gr oul>: 5 1 Consl Type: 2'6 Zonin g: {<L "mDE AP ROVAL DATE Building Plan Review Description of Work: Gas Chromalograph buiding Bin#: Location Address: 1821 CR 215 PARACHUTE,CO 81635 Case Manager: David Bartholomew Plan Case Number: BLDG-4-12-7203 Parcel: 240902200148 Dale: 04/03/2012 Building _---'/__ IEngineered Foundation _---:r-Jf-.y-:J...'r---_DriVeWay Permit I __~/__ _ surveyed Site Plan _---'H-'~'-;-f_ _. sePtic Permit and Setbacks __ /__ GradeITOPOgraPhY 30% _-,M-.V.. J_t _ Attach Residential Plan Review List __ + __ Mlnlmum Application Questionnare __ -+-__ .Subdivision Plat Notes ___ --:_Flre Department Review ___ I---, _ v.aluation Determination/Fees __ c/.._ _ --lRed Line Plans/Stamps/Sticker __/_ -,,-_.Attach Conditions 7 ___ .,-----'Application Signed _ ---'/'--__ Pllan Reviewer To Sign Application _~/'-__ IParcel/schedule No_ __N--,,Y-_"_' _-40# Snowload Letter -Manu. Homes _.fL.--+i~-_'-t _. SOiIS Report Friday, April 6, 2012 Contacts Owner: American Soda, LLP Applicant: American Soda, LLP Applicant Phone: 970-285-6500 Email: Planning/Zoning /Property Line Setbacks /30ft Stream Setbacks /Flood Plain /Building height /Zoning Sign-off )Jj;t Road Impact Fees p HOAlDRC Approval /GradelTopography 40% 7 Planning Issues J ----~Subdivision Plat General Comments: !/4'1tt-1'/rttit ;j 7Zo'!!-It )'I#"/-lee 3:2 ·6.7 f?<:-UI-UV /'ee 21. Z.:?-;#dJllLl lee qC/O . C1O .--, ?/-;tt-~5;.87 _ /6.2-f -J,?ue -;: t/37. 60 Receipt Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 ~eturn to: Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-lowner's Information I American Soda, LLP American Soda, LLP American Soda, LLP 2717 CR 215 Parachute, CO 81635-Invoice Number: BLC0-4-12-21784 Invoice Date: April 03, 2012 Permit Number: BLC0-4-12-2426 Bond Number: Icomments: BLCO-4-12-2426 Gas Chromatograph Building Permit Type: Commercial Building I Work Classification: New Date 04/03/2012 04/06/2012 04/03/2012 Fee Name Plan Check Fee Manufacture Fee Commercial Building Fee Payments Date 04/03/2012 04/06/2012 Friday, April 6, 2012 Pay Type Credit Card Credit Card Fee Type Percentage Calculated Adjustable Total Fees Due: Check Number Amount Paid Total Paid: $16.27 $437.60 Fee Amount $21.22 $400.00 $32.65 $453.87 Change $0.00 $0.00 $453.87 Total Due: $0.00 I CONDITIONS OF PERMIT BLCO-4-12-2426 American Soda, LLP/Bargath-Williams Chromatograph Building Callahan Compressor Station Parachute, Colorado 1) ALL WORK SHALL COMPLY WITH THE 20091BC, AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK SHALL COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) ENGINEER SHALL FIELD VERIFY STRUCTURAL FILL AND PRECAST FOUNDATION PLACEMENT. PROVIDE APPROVAL REPORT AT CO/FINAL INSPECTION. 5) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 6) FIELD VERIFY CD.O.H. INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BATIERY SYSTEMS HAVING A LIQUID ELECTROLYTE CAPACITY OVER 50 GALLONS, OR A LITHIUM-ION CAPACITY OF 1000 POUNDS USED FOR STAND BY POWER REQUIRES ONE (1) HOUR SEPARATION PER IBC, TABLE 508.2.5. 8) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 9) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 10) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAl. GARFIELD COUNTY Building & Planning Department 108 81h Street, Suite 401 Glenwood Springs, Colorado 81601 Telephone: 970.945.8212 Facsimile: 970.384.3470 www.garfield-county.com COMMERCIAL OR MULTI·FAMIL Y BUILDING PERMIT NOTE: In order to understand the scope of work intended and to expedite the issuance of a permit, it is important that complete information be provided. Please review this document to determine if you have adequate information to design your project and to facilitate a plan review. COMMERCIAL OR MULTI-FAMILY BUILDING PERMIT APPLICATION CHECKLIST This checklist is to be used with all commercial or multi-family construction. APPLICATION FORM: Please make sure the following information is provided on the application. • Parcel number obtained from the County Assessor's Office. • Job address (assigned physical address). • Legal Description: lot, block, filing, subdivision or tract, section, township and range. • Owners name, mailing address, phone, fax, or cell. • Contactors name, mailing address, phone, fax, or cell. • ArchitecUEngineer's name, mailing address, phone, fax or cell. • Building size, height, number of stories, lot size. • Use of building (commercial) • Class of Work (new, addition, alteration, repair, demo, move, other) • Description of work. • Type of heating (natural gas, propane, electric, other) • Sewer system (Community or ISDS), also see other items below. • Garage (attached or detached) • Driveway permit (please see other items below) • Valuation (labor and materials) OTHER ITEMS: • If you anticipate obtaining a water-tap from the City of Rifle, please provide a letter indicating that the City wi ll provide water service. (Required to submit building permit application). • ISDS requires a septic permit application to be submitted with the building permit application. • A separate electrical permit must be obtained from the State of Colorado Electrical Board. • Prior to submittal of a building permit, you are required to show proof of legal and adequate access to the site. This may include proof of right to use a private easement, County Road & Bridge permit, or Colorado Department of Highway permit, including a Notice to Proceed. The County Road & Bridge Department can be reached at 970-625-8601. • If you anticipate excavating or grading prior to issuance of a building permit, you will be required to obtain a separate grading permit. • If you belong to a Homeowners Association (HOA), it is your responsibility to obtain written approval, if requ ired. • Provide copies of any Resolutions and/or Land Use Permits associated with this property. • Projects with more than ten (10) occupants require plans sealed by a Colorado Licensed Design Professional. Occupant load shall be calculated by IBC Table 1004.1. 1. • A Colorado State Licensed Electrician and Plumber must perform installation and hook-ups. BUILDING PLANS: Two (2) sets of plans must be submitted. Plans must be 18"x24" minimum size, complete, identical, legible, and to scale. Certain projects may also require a third copy of the plans be submitted to the local Fire District for review prior to permit issuance. All plans will be checked at the counter for completeness. If any of the required information is missing, the building permit application cannot be accepted. SITE PLAN: Please make sure the following information is provided on the site plan. o Property address/legal description. o North Arrow and Scale on each page. o Show all property lines, building envelopes, flood plain, and easements. o Provide setback distances from boundaries, buildings, septic, well, and waterways. o Location and direction of the county or private road and driveway accessing the property. o Proposed and existing structures include sheds, barns, decks, patios, and any other buildings. o Existing and proposed grade, positive drainage around structure (to be contained on site). o Streams, rivers, creeks, springs, ponds and ditches. o Existing and proposed wells, septic tanks, leach fields, and other systems. (if applicable) o Retaining walls (engineer stamped detail required for walls over four (4) ft, measured from bottom of footing to top of wall). NOTE: Any site plan depicting the placement of any portion of the structure within fifty (50) feet of a property line or not within an established building envelope shall be prepared, stamped, and signed by a licensed surveyor. For structures to be built within a building envelope, provide a copy of the recorded subdivision final plat with the proposed structure located in the building envelope. COVER SHEET: o Project identification. o Project address and/or legal description. o Design specifications to include building use and occupancy classification, type of construction, building height and area calculations, occupant load, and fire sprinkler systems. ARCHITECTURAL PLANS: Please provide the following information on the architectural plans. o Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Design Professional stamped plans. o Minimum four (4) elevations (N,S,E,W) o Floor plans for each level including dimensions and scale noted. o Clearly label each room or space (office, storage, mechanical, elevator, etc). o Wall types; clearly labeled and referenced. Identify all fire resistive wall construction. o Construction details for all fire resistive elements referenced on floor plans and cross sections. Include wall, floor/ceiling, roof/ceiling, shaft wall assemblies, and structural frame. Provide the fire resistive listing number referenced on each assembly detail. (ex. UL P123) o Window & door sizes, types, and operation and direction of swing noted on the floor plan. o Specify roof slope/pitch, roof covering, and siding materials. o Energy design specifications/details for R-values, U-factors, and SHGC's per IECC. o Stair and guard details specifying rise, run, height and spacing. o Accessibility; show compliance with acceSSibility requirements for all elements of the building per IBC, Chapter 11 and ICC/ANSI A 117.1, ADA, FHA, and UFAS. STRUCTURAL PLANS: Please provide the following information on the structural plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Engineered foundation design per soils report. Geotechnical report referenced. • Design specifications to include roof and deck snow load, wind and seismic design, frost depth. • Foundation plan showing complete footing and foundation dimensions. • Footing and foundation details specifying reinforcement referenced on plans. • Framing plans for each fioor level and roof. All beams, columns, joists, rafters, trusses and all live/dead loads specified. • Framing /connection details referenced on plans. • Pre-manufactured structures require an engineers stamp, signature, and date. MECHANICAL PLANS: Please provide the following information on the mechanical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Energy design calculations and details verifying compliance with the 2009 IECC. • Floor plans for each level showing size, location and materials of all ductwork, plenums, return and outside air intake registers. • Size and location of all combustion air ductwork and openings. • Size, type and termination of all gas appliance flues and vents. • Location of all fire and combination smoke/fire dampers. • Equipment schedule for all mechanical equipment (boiler, furnace, exhaust fans, etc). • Commercial kitchen hood location, hood and duct sizes, CFM calculations. PLUMBING PLANS: Please provide the following information on the plumbing plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing DWV layout and sizing, materials, slope and sewer location. • Water piping materials, length and size of pipe, water meter location, fixture unit demands, location and type of backflow prevention devices. • Gas piping materials, length and size of pipe, gas meter location, and BTU/hour demands. • Additional piping plans for roof/deck drains, condensate, medical gas, etc. • Plumbing fixture schedule for all plumbing equipment. • Commercial kitchen plumbing fixtures, food preparation equipment, grease interceptors, etc. ELECTRICAL PLANS: Please provide the following information on the electrical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing location of lighting fixtures, switches, receptacles, emergency exit signs and lighting, and panel location. • Diagram showing service entrance, conduit/wire size, main disconnect size, grounding electrode/conductor size, feeder conduit/wire size, transformers and generators. • Panel schedule showing bus/breaker sizes, circuit description, voltage, phase, amperage, etc. NOTE: If any required information is missing, delays in issuing the permit are to be expected. If determined by the Building Official that additional information is necessary to review Ihe application and/or plans for compliance, the application may be placed on hold until the required information is provided. Work may not proceed without the issuance of a permit. The building department will collect a Plan Review fee at time of application submittal. The Permit Fee, as well as any Septic or Road Impact fees will be collected when the permit is issued. The permit application must be signed by the owner or by a person having written authority from the owner to act as their representative. I hereby acknowledge I have read, understand, and will abide with the requirements of this checklist. Signature of Owner 4/2/12 Date Garfield County Building & Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: 970-945-8212 Fax: 970-384-3470 www.garfield-county.com ., il Project Information 1 ~ Transmittal ~~~~~~---------------------------=~07--~~ Project # 223-1 1 JIIII"I·,' " oJ il,NN NC Transmittal # 12 Title Bargath LLC Date April 2,2012 Address City. State. Zip Country From Contact Company Address City, State, Zip Country Phone Fax Callahan Compressor Station-SE 14 NE 14 01 Section 3, Township 7 South, Range 96 West of the 6~ PM-Parachute CO 81635 Due Date Sender Parachute, CO 81635 Subject USA Philip Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650-8607 United States of America (970) 625-5350 (970) 625-4522 To Contact Company Address City, State, Zip Country Phone Fax David Bartholomew Hand Callahan Comp Station Gas Chromatograph Bldg. Pemnit Application Gartield County BuiJding Dept. 108 8m Street, Suite 401 Glenwood Springs, CO 81601 USA 970-945-8212 -~ I Dave. please find our building permit application and support materiats attached for the Callahan Compressor Station. Thanks and please contact me with questions. Sincerely, Phil Vaughan 13 14 4/3/12 from Fred Janman noting that a land use change permit is for the processing and approval of this building permit Building. Station-Drawing CA-SC-001-Rev. A dated 1212211 t. P.E. o As Requested Account Account: R005391 Location Parcel Number 2409-022-00-148 Situs Address 001821 215 COUNTY RD 001821 PARACHUTE CREEK RD City Parachute Parachute ZipCode 81635 81635 Tax Area 026 -16-BHFZDF -026 Legal Summary Section: 2 Township: 7 Range: 96 A TR IN SECS 34 & 35 OF T 6 S ROE 96 W & SECS 1-3 OF T 7 S ROE 96 W CONT 998.98 AC. EXCEPT THE ROW FOR CO RD 215 AS DESC IN 657/419, 6581762,702/411-435,714/01-13. EXCEPT A TR OF LAND CONT. 45.28 AC. AS DESC IN BK 1187 PO 176. EXCEPT A TR OF LAND CONT 66.49 AC AS DESC IN BK 1876/353 Transfers Sale Price Tax History Tax Year Taxes 20 II $54,260.64 20 I 0 $59,353.76 Owner Information Owner Name AMERJCAN SODA, LLP In Care Of Name ITM SERVICES Page 1 of2 Assessment History Actual (20 II) $5,445,440 Primary Taxable $1,579, 180 Tax Area: 026 Mill Levy: 34.3600 Owner Address PO BOX 672346 Type Actual Assessed Acres SQFT Units Improvement $4,102, 150 $1,189,620 0.000 0.000 13.000 HOUSTON, TX 77267-2346 Land $1,343,290 $389,560861.680 0.000 0.000 Sale Date Doc Type Book Page 10/0512006 701 04122/2002 EAS 04122/2009 EAS 0610112009 EAS Images • Map' • Sketch • GIS Focusi ng On: 001821 215 COUNTY RD PARACHUTE 81635 Map data ©2012 Google -https:llact.garfield-county .com! assessor Itaxwebl account.j sp ?accountN um= ROO 5391 4/3/2012 111111111111111111111111111 111111 IIltlllil 1111111111111 673805 05/09/2005 02,l$P Blba_ PI " ALSDORf 1 of 8 R 41.00 D 0.00 GARFIELD OOUNTY CO RIGHT-OF-WAY AND EASEMENT LEASE AGREEMENT CALLAHAN COMPRESSOR FACILITY STATE OF COLORADO COUNTY OF GARFIELD KNOW ALL MEN BY THESE PRESENTS, that Solvay Chemical Inc., a Delaware corporation (hereinafter referred to as "Granlor"), 2717 County Road 215, Parachute, CO 81635, for and in consideration of the sum ofTEN DOLLARS AND OTHER VALUABLE CONSIDERATION to the Grantor In hand paid by Williams Production RMT Company, a Delaware corporation (hereinafter referred to as "Grantee,,), 1089 County Road 215, Parachute, CO 81635, does hereby grant and convey, without warranty of title, either exPressed or implied, to said Grantee, its successors and assigns, an easement to locate, survey and resurvey, construct, entrench, replace, maintain and operate.a natural gas compressor station with appurtenances thereto, (said compressor station and appurtenances, being hereinafter sometimes called the "Facilities") in the SE 'A NE 'A of Section 3, Township 7 South, Range 96 West of the 6" Principal Meridian, Garfield County, Colorado, being more particularly described as follows: Beginning at the Southeaste~y comer of the Callahan compressor site, whence a found 1920 GLO Brass Cap in place for the E 'A comer of said Section 3 bears S 47'34'30" E a distance of 860.15 feet; thence N 14'18'14" W a distance of 200.00 feet: thence S 75'41' 46" W a distance of 431.23 feet to an existing 20" natural gas pipeline: thence S 47'34'30" E a distance of 260.54 feet along said pipeline to the Northerly edge of an existing access road; thence along the Northerly edge of said access road the following four courses: S 83'18'38" E a distance of 47.63 feet: thence N 73'09'52" E a distance of 85,85 feet; thence N 61'01'41" E a distance of 122.63 feet; thence N 75'41'46" E a distance of 39,24 feet to the point of beginning, containing 1.82 acres, more or less. This is for the sole purpose of installing and operating a natural gas compressor station designated by survey heretofore· made by Grantee, hereinafter described as ExhibH "A" attached hereto. Upon completion of construction, Grantee shall fumish Grantor a reasonable as-buiH survey description of the facilities. Grantee shall be responsible for obtaining any and all permits required by local, county, state or federal agencies prior to commencement of construction. Prior 10 construction, Grantee shall pay to Grantor additional consideration in the amount of fifteen hundred dollars ($1500.00) as payment for the first partial year of the lease Agreement and fifteen hundred dollars ($1500.00) annually, commencing January 1, 2005, due and payable by January 30 of each calendar year for the continued life of the Lease. Grantee shall notify Grantor at least fifteen (15) days prior to commencing or allowing any construction within the specified 1.89 acre easement. All ingress and egress to and from, and access on and along said Right-ofWay will be coordinated between the Grantee and the Grantor. Grantee shall conduct the construction, inspection, repairs and maintenance in a manner that will cause the least practicable damage and inconvenience to Grantor. Subject to termination as provided herein, the rights and obligations shall be continuous. Should Grantee or its successors and permitted assigns fail to use the Facilities for the compression of natural gas for any continuous period of \Wenty-four months. the rights granted herein to Grantee shall terminate. Grantee may, at any lime or from time to time, remove FacilHies and upon permanent abandonment or termination as provided herein, shall execute and Please return to: Ms. Annette Apperson Wiltiams Production RMT Company IS I 5 Arapahoe St., Twr 3, Suite 1000 Denver. CO 80202 111111111111111111111111111111'" 1111111111111111111111 .7380~ 0~/09/20e6 02,ISP .~686 P2 " ALSDORF 2 of 8 R 41.00 D 0.00 GARFIELD COUNTY co record a re-conveyance and release. Upon tennination Grantee shall restore and reolaim all land included within the Easement affected by Grantee's activities to its equivalent prior oondition. Such restoration and reclamation shall include, but not be lim~ed to, the removal 01 Facilities located on the surface 01 the ground. If in the sole opinion 01 Grantor suCh Easement, inCluding any Facilities. or the operations 01 the Grantee thereon, interferes w~h any present or reasonably near-term operations 01 Grantor or any related oompany, Grantee agrees to relocate such Easement including any related Faciinies to a location on nearby lands 01 Grantor mutually agreeable to Grantee and Grantor. Grantee retains the right \0 relocate to other lands not owned by Grantor. II suoh Easement is relocated to lands owned by Grantor then such easement shall exist under the same terms as this agreement. Any relocation to other lands 01 the Grantor shall be completed within 180 days 01 agreement of a mutually acceptable aHemate location, or if Grantee elects to relocate to lands not owned by Grantor, within 180 days 01 such election, Grantee shall have sixty (60) days Irom such request 01 Grantor to make such election. After such relocation, Grantee shall as soon as practicable restore the Easement lands to their condnion existing prior to oonstruction 01 the easement, according to law and the further tenns 01 this agreement, Grantee will provide Grantor at the completion 01 relocation and end 01 Grantee's use, a release 01 that portion 01 the lands previously occupied and used by Grantee, but not used by Grantee after suCh relocation. All relocation shall be at the sole risk, cost and expense 01 Grantee. Grantor reserves the right lor itsell, its assigns, and subsequent grantees to the use of enjoyment 01 said Right-ol-Way, Easements and Facilities, provided such use shall not unreasonably interfere w~h Grantee's rights hereunder, including the right to have Grantor's or its assigns'laolimes aoross/through the Easement in such a manner whiCh shall not unreasonably interfere with Grantee's then existing use of its Easement. No such facility shall oross Grantee's Easement without Grantee's prior consent, which shall not be unreasonabty withheld. Grantor shall notify Grantee at least thirlly (30) days prior to commencing or allowing oonstruction 01 any such crossing whiCh Grantor proposes to install or construct and shell be entitled to install or oonstruct such crossing unless Grantee, within ten (10) days after receipt of such notice. specifies a reasonable a~ernalive depth oi route, in which case the Grantor, shall use the alternative depth or route so specnied. Grantee's silence shall be deemed consent. Whether or not taxes, assessments or public charges are separately assessed against Grantee, it shall pay taxes, assessments or public oharges levied or imposed upon tts Right-ol-Wayand Easement or upon other personal . properlly, improvements or lixtures owned or placed by tt within the Right-of-Way and Easement subject to tts right to contest same, provided that in no event shall Grantee permit its Right-ol-Wayand Easement to be sold for tax purposes. In the event said taxes, assessments or public charges are not separately assessed, then promptly following written notice Irom Grantor, Grantee shall reimburse Grantor lor any taxes, assessments or public charges attributable to its Right-of-Way and Easement. Grantee shall keep its Right-ol-Way and Easemenllree and clear of all liens or encumbrances at all times, subject to its right to contest same, provided, however, that the lien and encumbrance of Grantee's general mortgage and indenture shall not be affected by this provision, il said mortgage is subordinated to Grantee's obligation under this Right-of-Way and Easement. Grantee shall have the non-exclusive right to mark the location of its Right-ai-Way and Easement by suitable markers set on the ground. 2 11111111111111111111111111' ]1111111111111111111111111 613805 0~/09/2005 02:15P 81686 P3 M ALSDORF l .f 8 R 41.00 D 0.00 GARFIELD COUNTY CO Grantee shall construct, operate, and maintain its Easement in a safe, clean, lawful and workmanlike manner and In accordance with accepted industry standards including, bUl nollimiled 10, Ihe following: a. No private vehicles will be allowed on Solvay property. b, Laydown areas will be subject to Solvay approval and will be within Construction Easement as much as possible. c. No new roads are to be constructed. Current roads will be maintained and cleaned up, before and after construction, to Grantor's satisfaction. d. All applicable permits must be obtained by Grantee in a timely fashion. e. Following any such construction, Grantee shall rehabilHale the Easement lands. Except for that area where easement encroaches on irrigated fields, rehabilitation instructions will be as follows: The slopes shall be graded back to be stable and fertilized, seeded and mulched for revegetation. On the overall easement a seed mixture shall be as listed, fertilized as listed and some areas of critical concern shall require mulching. Seed Mixture Required Per Acre: Species Western Wheatgrass Basin Wildrye Sidacals Alkali Sacaton Fertilizer Required Per Acre: 250 bulk pounds 46-0-0 Q.[jgiO Rosana Magnar Vaughn Pounds Pure Live Seed per Acre 4.0 2.0 2.0 1.0 Irrigated fields will be reseeded to match existing established crops. Any agriculturallessea of affected property shall be reimbursed for actual loss of production due to construction or operations. f. Granlee agrees 10 obtain and maintain insurance acceptable to Grantor which Is primary to any other insurance or self·insurance and which names Grantor as additional insured wilh .espect to liability arising oulof Grantee's performance hereunder and includes a Severability of Interest Clause (Cross Liability) which Addilionallnsured Endorsement shall not exclude or restricl coverage based upon the alleged or actual negligence of the Additional Insured. Such insurance shall at a minimum include: 1. Commercial General Liabil;iy Insurance Form or the equivalent W11h the Amendment Aggregate Limits of Insurance Endorsement CG25031185 covering Grantee's contingent liability, Premises Operations. Completed Operations and Producls Liability, Contractual Liability, and If requested by the Company, liability arising from explosion, collapse, or underground property damage, all with a minimum combined single limit of $1,000,000 each occurrence, $2,000,000 Aggregate for Bodily Injury and Property Damage including personal injury. 2. Comprehensive Automobile Liability Insurance or Business Auto Policy covering all owned, hired, or otherwise operated non-owned vehicles with a minimum combined single limit of $500,000 each occurrence for Bodily Injury and Property Damage. 3 111111111111111111111111111 r"'llllllllllllllllllllill 673805 05/09/2005 02,151' BI686 P4 " ~lSDOR1' 4 or 8 R 41.00 0 0.00 GARFIELD COUNTY co 3. Workers Compensation insurance as required by law. covering all states of operation, and Employers Liability Insurance wHh a minimum of $1,000,000 each occurrence. Grantor reserves the right to change Hs minimum insurance requirements. Before commencement of construction. Grantee shall furnish Grantor with Policies or CertifICates of Insurance acceptable to Grantor confirming compliance herewHh and providing that no coverage will be canceled or materially changed prior to 30 days advance written notice to Grantor. Subrogation against Grantor shall be waived as respects all of the insurance policies set forth above (including but not limited to policies of any subcontractor). An Altemate Employer Endorsement may be substituted for the Additional Insured Endorsement only with respect to Workers Compensation hisurance and Employe(s Liability insurance. The insurance required hereunder in no way limits or restricts Grantee's obligations under the 'Indemnity" section below. Further such insurance shall be in no way limited by any IimHatlon expressed in the "Indemnity" section below, nor any IimHation placed on the indemnity therein given as a matter of law. No deductible or self·insurance is permitted without written approval of Grantor. g. Grantee agrees to release, protect, defend, indemnify. and hold Grantor. HS parent, its subsidiary andlor affiliate companies, and the respective employees, officers, directors, or agents thereof, free and harmless from and against any and all claims, liability, demands, and causes of action of all kinds, including but not limited to claims of damage to or loss of property of Grantor or others, illness or death (herein after "Claims,) arising out of Grantee's performance hereunder, whether Grantor is negligent. actively, passively, or not at all, or Grantor is alleged or proven to be absolutely or strictly liable or to have breached any duty or warranty (express or implied) except to the extent such Claims are shown by final judgment to have been caused by the sole active negligence or willful misconduct of Grantor. The insurance requirements herein shall not be construed to limit this indemnity. It shall be effective to the maximum extent permitted by applicable law. Grantee shall be solely responsible for the defense of any and all Claims hereunder including. but not IimHed to, Claims by any employee of Grantee or any employee of Grantee's subcontractor alleging the willful misconduct or sole active negligence of Grantor. The parties agree that should any court of competent jurisdiction determine that the indemnity required herein exceeds. in extent, scope or amount that which is permitted by applicable law. such indemnity shall be construed, interpreted, and enforced so as to preserve the maximum indemnity which is permitted thereby. Notices under this Agreement made by one party to the other in writing by property addressing and placing such notice postage prepaid in the United States mailS, by telegram. by telex. or by delivery in person to the following addresses: TO GRANTOR: Solvay Chemical Inc. 2717 County Road 215 Parachute, CO 81635 Fax: (970) 285·6393 TO GRANTEE: Williams Production RMT Company 1089 County Road 215 Parachute, Colorado 81635 Fax: (970) 285-9573 4 1111111111111111111111111111111,. ,111111111111111111111 67380505/09/2005 0Z,13P B1686 P5 "ALSDORF 3 of 8 R 41.00 D 0.00 GARFIELD COUNTY CO A notice given under any provision hereof shall be deemed given only when received by the Party to wnom such notice is directed, except that any notice given by United States registered or certified mail or by telegraph prope~y addressed to the Party to whom given, with all postage and charges prepaid, shall be deemed given to and received by the Party to Whom directed seventy-two (72) hours after such notice is filed with an operating telegraph company for immediate transmission by telegraph. The address of each Party as set forth shall be deemed its proper address until ten (10) days after the other party's receipt of notice of the giving party's new address. This Right-of-Way and Easement shall be governed by and construed in accordance with the laws of the State of Colorado. The covenants contained in this Right-of-Way and Easement shall survive any assignment, surrender or termination of the Right-of-Way and Easement, and this Right-of-Way and Easement shall be binding upon the successors and permitted assigns of both parties hereto. This Right-of-Way and Easement and the rights hereunder shall not be assigned by Grantee without the prior written approval of the Grantor, which approval shall not be unreasonably withheld. The failure of either party to insist on strict performance of any of the Rights-of-Way and Easements, covenants, terms and conditions hereof shall nol be deemed a waiver of any righls or remedies Ihat such party may have for any subsequent breach, default or nonperformance. 5 1111111111111111111111111111[: .. ; 1111111111111111111111 67380505/09/2005 02:15P 81686 P6 " ALSDORF 6 of eft 41.00 D 0.00 GARFIELD COUNTY CO Executed on Ih& dal&s shown in Ihe acknowledgmenls, bul effective for all purposes as of February 25, 2005. Solvay Chem~iIncca. lS ~\, By:zt#~,z... V olotooohin Its: Direclor of Environmental and Diversified Products Williams Production RMT Company By: ~~~~WL lis: Dislricl Manaaer 6 ---_ .. _------1111111 111111111111111111111111:" '111111111111111111111 67380~ 05/09/2005 02:1SP 81686 P7 n ALSDORF 7 .f 8 R 41.00 D 0.00 GARFIE~D COUNTY CO Acknowledgment page for that Right-of·Way and Easement Agreement with effective date of February 25, 2005: COUNTY OF GARFIELD STATE OF COLORADO ) ) ss. ) Before me, on this :!OiYJ day of i41Jt'! I , 2005, the foregoing instrument was executed by ___ V!tja;!!.1 ~ZS!oIoi!!t!!lo!.!ocii!h!!!inL-_______ _ known to me to be the duly authorized Director of Environmental and Diver.Hied Products of Solvay Chemical Inc., Grantor, and acknowledged said execution to be the signer's free and voluntary act and deed on beha" of said Grantor, for the uses and purposes therein set forth. Witness my hand and official seal. COUNTY OF GARFIELD STATE OF COLORADO Notary Public ) ss. ) f:,+ A" Belore me, on this m£ day of ~ \?,12.J , 2005, the foregoing instrument was executed by __ ---'St~evl!lel."J/.,..JlS!lloX!vc?!!h!!!ak!L _______ _ known to me to be the duly authorized District Manager of Williams Production RMT Co., Grantee, and acknowledged said execution to be_ the signer's free and voluntary act and deed on behalf of said Grantee, for the uses and purposes therein set forth. Witness my hand and official seal. My commission expires: 7 ·llllllrllllllllllllllllllllllllllllll~'IIII1II1II!11111 ------~ 673805 05/09/2005 92:15P 81686 ~a n ALSDORF 8 of 8-R 41.00 D 0.00 GARFIELD COUNTY CO ...(hibit'"A" 0(' Attl:chcd to and made a part of'th.t eenain Right-of-Way and Easement Lease Agreement (CJllalul;n ComprHsoT Facility) Dated Ftbnary 2S, 2005. betweeD Solvay Chemical Inc., as Grantor, nd WUUs.ms Production RMT Company. Cnnte!' SEC .... ON 3 COIoIPR€SSOR sm: 1.82 OC. H7:"."4(i-E 39.2<" P.O.B. __ "" .;J:-:t.. --_ ...... _ --S$ "0",,,,_--.,:.....-:.~,.~-(.-'J,).S~·_ .".. ?1lE.: S16"39'10-r -8S0.1S· TO \ T>I€ £"< COR SEC J. '920 GeO BRASS CAP .~. -------=---..-------//------/--/GM '42-3 COMPRESSOR SnE LEG.6J.. DESCRIPTION: A poreel of land, fOf' the construction and mo1n\Qnocl!i: of <l compressor ctotion. sltuo\~ In lh. S£1/4 NElI4 of Set-lIon 3. Township 7 South. Rong. 96 Wesl or the 6th P.w.. Gotlt$td COUnty, CoiorodQ, b~1n9 more porllculorty detctlbecl QI faUo .. : 889lnnklc;! (It the 1501,Itheo.ltorly cotner of the cornpl"$ssor :site, whence th~ ~'"4 corner or said SeC\lOl1 J bear'S S 16':59"10" E Q dilltonct of 860.1:5 18et. 'hone. N 14"8"4" W CI dlsl<lnc. of 200.00 fool; thenee 5 15'.1'46" W 0 distance ot 431.2.3 f •• t to (In exl$tino 20~. natural gas Pipeline: '''encG S 47'34'30· E Q dl.t(lnc. of 2&0.$4 feet 0101'9 ,old pipeline \0 an (J,:~" 1"004;. lhen~ 0101\0 tho toid occ;e,. I"oad tho foUOwlnO four coutS": S 8318'38-E 0 dlstane& of 047.63 feet; thenee N 73"M'52-E 0 dlstonce of eS.SS foet; thence N 61'01'4'" E (I dlslCln~ of 103,82 feet; thance N 75'41'46· E 0 dietance 39.24 '.et to the point of beginning, contolnlno 1.82 ocr._, moro Q( loas. WilliiFnfs CONf>TIQI..IOTION eI.IRVl!Ye., INO. ~ ..... ...-""1% e.uNRIe.E 6L.VO. 1058 COUNTY ROAD 2'5 611. T, 00 8111>&2 PARACHUTE. COl.ORADO, 81635 (9'" )8'6-&'&3 SCAL£, ,. _ '00' OATE: 09,21/04 UI~"·~ J'J' "IIams. ~ ~ December 20, 2010 PHIL VAUGHAN CONSTRUCTION MGMT INC 1038 COlll1ty Road 323 Rifle, CO 81650 RE: Noticc of Change from Corporation to limited liability Company; Merger of Two Companies On September 30, 2010, Bargatl) Inc., CO'WNtNlto Bargath llC, a Delaware limited liability company (" Bargath"). A copy of thc Delaware Certificate of Conversion is auached for your information. Only the form of e,lIity and name have changed, all other details, including the Tax 10, remain the same for Bargalh. On October 31, 2010, Wilgath lLC, a Delaware LLC merged with Oargall), with Bargath being the surviving entity. A copy of the Delaware Certificate of Merger Is attached for your information. Please adjust vour recorels ami aCCOllrll information accordingly. If YOll have any qllestions, please do not hesitate to call tile followin g: Bargath llC Pe,my Alderton Sourcing Specialist Senior (303) 260·4509 Sincerely, Ann Lane, Senior Counsel Bargath LLC rne[aware PAGE 1 'Ifre :First State I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE DO HEREBY CERTIFY THAT THE ATTACHED IS A TRUE AND CORRECT COpy OF 7'8B CERTIFICATE OF CONVERSION OF A COLORADO CORPORATION UND£R THE NAME OF "BARGATH INC." TO A DELAP/ARE LIMITED LIABILITY COMPANY, CHANGING ITS NAME FROM "BARGATII INC." TO "BARGATH LLC", FILED IN THIS OFFICE ON THE 'J.'J{ENTY-EIGHTH DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 B100V 100947669 ~TE: 09-28-10 You .. y ndry th.t. ~rtJr.1t:'d. onIin • • t c~p.d.l • .r.re.govl.vt~vwr.'h~ ST A'm OF DELA WARE CERTIFICATE OF CONVERSION Stato o~ Dol.~ar. SocretAry o~ Sta ts DlVJ6Jon O£ COzpoI"AUOIl6 Dol.!vorod J2:'7 PH 09/28/2010 f'Iu:D 12:'1 PH 09/28/2010 5RV 100947669 -4877748 FIlZ FROM A FOREIGN CORPORATION TO A LIMITED LlABlLlTY COMPANY PURSUANT TO SECTION 18·214 or THE LIMITED L1ABII.ITY ACT I.) The jurisdiction where the COlj!oration first formed i$ Colorado. 2.) The jllli~iction immediately prior to filing this Certificate is Colol1ldo. 3.) The dote tI" .arpo/ation first fGrmc:d is June )0, 19B6. 4.) Th~ nome of the Corporation immedi.tel)· prior to filing this Cer1ificate is Barg.th tnc. 5.) The lIam,' ofth. Limited liability Company as ~cl forth in the Certificate of fOll11lltion is l1argalh LtC. 6.) TIle effective dale of Ihis conversion Shall be Seplember )0, 2010. IN WITNESS WIIEREOF, the undersigned hRYO executed Ibis Cenificate on the 270. day of September A.D. 2010. B:'~~. y ~----Authorized Perron Name: La Fleur C. Drowne Print or 1ype 'lJe[aware PAGE 2 11ie :First State I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE DO HEREBY CERTIFY THAT THE ATTACHED IS A TRUE AND COAAECT COPY OF CERTIFIClITE OF FORMJITION OF "DARGATH LLC" FILED IN THIS OFFICE ON THE TWENTY-EIGHTH DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V 100947669 DATE: 09-28-10 rou ~y y.~Jtv thJ" ~.rtJrJ~.t. onJJn. .t corp. dol." • .ro. govhluUJvor. "htal CERTIFICATE OF FORMATION OF BARGATH LlC S t.o tG of 0014 """" So<1rotary of St.oto Division o£Cbzpor4tion. ruUvwod J2:f>7 m 09/28/2010 FI1.E:D J2 :51 PH 09/28/2010 SRV 100947669 -4877748 FIlZ 1. The name of the limiled liability company is Borg8th LLC. 2. The address of ils registered office in the Stllto of De'aware is: Corporation Trust Cenler, 1209 Orange Street, in the City ofW,lmington, Delaware 19801. The name of Its registered agent al such address Is Tho Corporation Trust Company. 3. This Certificate of Formation shall be effective on $()plcmbar 30, 2010. IN WITNESS WHEREOF, the undersigned have executed this Certificate of Formation of Bargalh LlC this 271h day of September, 2010 . ..... -----, ~.'." .. -\ =="<. ' --_ --L--"La Fleur C. Browne, Socretary 'lJe[aware PAGE 1 '!fie !first State I, JEFFREY N. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A TRUE AND CORRECT COPY OF THE CERTIFICATE OF MERGER, WHICH MERGES: "WILGATR LLC", A DELAWARE LIMITED LIABILITY COMPANY, WITH AND INTO "BAJlGATH LLC" UNDER THE NAME OF "BARGATH LLC", A LIMITED LIABILITY COMPANY ORGANIZED AND EXISTING UNDER THE LAWS OF THE STATE OF DELAWARE, AS RECEIVED AND FILED IN THIS OFFICE THE TWENTY-SEVENTH DAY OF OCTOBER, A.D. 2010, AT 12:46 O'CLOCK P.M. AND I DO HEREBY FURTHER CERTIFY THAT THE EFFECTIVE DATE OF THE AFORESAID CERTIFICATE OF MERGER IS TIlE THIRTY-FIRST DAY OF OCTOBER, A.D. 2010. 4877748 8100M 101032369 rou -.y v.rjty thJ# certllic.t. onlLn_ .t c:orp .• I.w .. ,n.gor/.utllVltr .... hu.J AUTREN DATE: 10-28-10 State of Dolalf4n! Socrot..uy of Stato Division o/"CQrporation. DoltVDXGd 12:58 J')t 10/27/2010 YIlED 12:46 PM 10/27/2010 SRV 10J032369 -4877748 YI1Z STATE OF DELAWARE CERTIFICATE OF' MERGER OF DOMESTIC LIMITED LIABILITY CO"lJ>ANIES Pursuant to Title 6. S.,,(ion 18·209 of the Delaware Limited Liability An. tho undersigned limited Iinbility company cxc;:uted the following Celli Ii,ute of MCljJcr FIRST: 11le nome of the surviving Iimitcilliability compuny i, nus"!' I.I.C ==="'----~ ........ -.--.--~-~-.~.-' IIIld the name of the limited liability cOlllpany being mcrg<~1 into this sUIviving limited liability cornp>ny is ..;W;..;i~'~::;.t::;h::;L;:.LC=-____ . ____ _ SECOXD; TIle As",crncnt of Merger h., been ,pplOved. adopted. ccrtllied, o.\."UII:<I and lICknowlcdgcd by cach of the cOllstituent limited Iiohili'y <ompanics TJIIRD: The name of 1I1e surviving limited liability wmpnny is Bugatb 1.1.(: nFTII: TIle Agreement of Merger is Oil file at On'~l1li.~n":. s~" ~1~.,, _ _ Tul". OK 14172 the-placcoCbusiness Oflhc ~univing liriiil~d liability comp3ny. SI>''T8: A copy of lhe Agrt:<!mcnl of Merger will be furnished by the surviving limited Ii"bilil), compllll)' 011 request without cost. to Oil)' membcr of tile cunstitucnt limited liability companies. IN WITNESS WHEREOI', said sun'iving limited liability comp!'1l)' hilS caused Ihis cCJ1ificalc to be signed by an 6uthorizcd person, Ihe ... ,_.~~__ day of Qc.obc: .A.D .• 20tO ~_ B)': •• ~-_~~=:f",;.>,-___ _ AUlhorilC'(\ Person Nrunc: l.a Fleur t. UnJ\\om Print or Type Title: s"""I')' Garfield County BUILDING & PLANNING DEPARTMENT November 23, 2011 Phil Vaughan, President Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 RE: Bargath, LLC anticipated installations of booster pumps, Gas Chromatograph, ESD Skids to existing locations already improved with natural gas compression facilities. Dear Phil, Thank you for meeting with me on October 20, 2011 to discuss plans that Bargath, llC has to install booster pumps, natural gas chromatographs, and ESD Skids on existing locations already improved with natural gas compression facilities as outlined in the set of materials you provided staff. I have discussed these facility installations with the Garfield County Planning Staff and we conclude that they can be characterized as accessory structures to the primary use /facility and therefore do not require land use change permits for their installation. An Accessory Use I Building /Structure is defined in the Garfield County Unified land Use Resolution of 2008, as amended as: A use which is customarily supportive, secondary and subordinate to a principal use on the same parcel. Except as provided in this Code, an Accessory Use must comply with all regulations applicable to the principal use. Further, an Accessory Use /Building /Structure is a use-by-right in all zone districts in Garfield County. In support of this decision, the structures proposed by Bargath, LlC are either 1) not housed in a structure, 2) housed in a structure only to protect controls /equipment from inclement weather and not typically occupied by individuals, and 3) result in a very small footprint on an already disturbed site and are commonly supportive of and subordinate to the primary compression facility on the property. There 108 Eighth Street, Suite 401 ' Glenwood Springs, CO 81601 (970) 945-8212 ' (970) 285-7972· Fax. (9 70) 384-3470 may be building permit requirements for some of these structures so I ask you to please check with Andy Schwaller, Gaoiield County Building Official, to determine if building permits are necessary. Do not hesitate to contact me if you have any questions or comments. Very truly yours, Fred A. Jarman, AICP Director, Building & Planning Director Cc Andy Schwaller, Garfield County Building Official Dave Bartholemew, Garfield County Plans Reviewer Phil Vaughan From: Sent: To: Cc: Andy Schwaller <aschwaller@garfield-county.com> Wednesday, December 21, 2011 1 :38 PM Philip Vaughan David Bartholomew Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Hi Phil, I believe as long as there is an engineer on site to visually inspect dimensions and general condition of the precast units prior to instillation, we should be O.K. Said engineer could also inspect the structural fill requirements and instillation of the precast foundations. I anticipate the county to do a final inspection of tie down, grade, egress requirements and verification of the Division of Housing labeling. Our final would follow any electrical final inspections and submittal of the engineers inspection of the sub grade and foundation. We might be able to have an office copy template to use when issuing permits if there are multiple identical buildings. This would require only one set of plans to be submitted with application and site plan. If you think this would be of benefit to your client, we can discuss further. Thanks, Andy From: Philip Vaughan [mailto:phil@pvcmi.coml Sent: Wednesday, December 21, 2011 12:51 PM To: Andy Schwaller; phil@pvcmi.com --_._-Subject: Fw: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Andy, Please find below and attached a reply regarding you question. Sincerely, Phil Vaughan 970 379 0428 Connected by DROID on Verizon Wireless -----Origi nal message-----From: "Herrin, Sam" <Sam.Herrin@Wiliiams.com> To: Philip Vaughan <phil@Dvcmi.com> Sent: Tue, Dec 20, 2011 22:53:45 GMT +00:00 Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Phil, Attached are the stamped drawings we supplied to epc for fabrication. epe has an on staff PE named Kim Fentress who approves the plans before they go into production then they are inspected by the QC group there at epe (the QC forms I've previously sent). Thanks, Sam From: Philip Vaughan [mailto:phil@pvcmi.coml Sent: Tuesday, December 20,2011 3:11 PM To: Herrin, Sam; phil@pvcmi.com Subject: Fw: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Sam, May I ask you to check with Colorado precast regarding Andy's question? Phil Connected by DROID on Verizon Wireless -----Original message-----From: Andy Schwaller <aschwaller@garfield-c ounty.com> To: Phil Vaughan <phil@pvcmLcom> Sent: Tue, Dec 20, 2011 20:58:57 GMT +00:00 Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Hi Phil, Does Colorado Precast have approval by any other jurisdictions as per Sec 1704.2.2 of the IBC? Is there a design professional or engineer of record involved with both the design and inspection of the precast units as per sec 1704? did not see a seal on the structural drawings. I assume a sealed copy is available? Thanks, Andy From: Phil Vaughan [mailto:phil@pvcmi.coml Sent: Tuesday, December 20,2011 10:36 AM To: Andy Schwaller Cc: Philip Vaughan Subject: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Andy, Thanks for taking time to speak yesterday. As discussed, please find the following documents for your review and comment. 1. Colorado Precast ACI Certifications 2. Colorado Precast Quality Control Sheets. Approximately 60 of these units have been poured to date and, as discussed, do not have an identifi cation or serial number attached to each. 3. Drawing SC-100 Chromatograph foundation plan noting the pre-cast concrete footings and stemwalls. As discussed, the buildings are 8'x16' or 8'x20' and will have CDOH insignias attached to them. Please let me know if the ACI certifications and the quality control sheets are acceptable to you from a documentation standpoint in reference to Chapter 17-Special Inspections of the International Building Code of 2009. Thanks for your assistance and please co ntact me with questions. 2 .. Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 3 ~'II GEOTECHNICAL ENGINEERING GROUP A lrerrcll:on COMPANY Geotechnical Engineering Report GC Building Callahan Compressor Station Southeast V. of the Northeast V. of Section 3, Township 7 South Range 96 West 6th Principal Meridian Garfield County, Colorado August 2, 2011 Terracon Project No. AD114033 Prepared for: Williams Midstream 1515 Arapahoe Street Denver, Colorado 80202 Attention: Mr. Sam Herrin Prepared by: Terracon Consultants, Inc. Grand Junction, Colorado August 2, 2011 Williams Midstream 1515 Arapahoe Street Denver. Colorado 80202 Attn: Mr. Sam Herrin Re: Geotechnical Engineering Report GC Building Callahan Compressor Station Garfield County, Colorado Terracon Project Number: AD114033 Dear Mr. Herrin: ..... , " GEOTECHNICAL ENGII,EUW"G GI<CLJP A lrerracon CO..,ANY Terracon Consullants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with the master service agreement between Williams Midstream ServiceslDiscovery Producers Service, LLC and Terracon. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations for the proposed structures. We appreciate the opportunity to be of service to you on this project. If you hav;.e:::a: ~p~~~~~~?-concerning this report, or if we may be of further service, please contact us. " Sincerely, Terracon Consultants, Inc. Norman W. Johnston, P.E. Senior Engineer Enclosures cc: 1 -Client(bound) 'Ie,clrc:~~~~~~;!~~"ii\~~~ 1-sam.herrin@williams.com (e i 1-hghaffari@samuelengineering.com 1 -File Ge"" cilnical Engine,"ng Gtoup, A T.,roe"" Company 2308 Int.",at. Awn.. Grand .PJnClion, C081S0S p 1 ~7 0J 2454078 F 1970)2457111 geoteciln i«llgtoup ,com twaeon .com Gcol Dchnic a l • Environm o nt a l • Con struction Matorl a ls • Fac iliti es TABLE OF CONTENTS Page EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ........................... .................................................................................... 1 2.0 PROJECT INFORMATION ........................................................................................ ....... 1 2.1 Project Description ................................................................................................ 1 2.2 Site Location and Description ................................ ................................................ 2 3.0 SUBSURFACE CONDITIONS .......................................................................................... 2 3.1 Typical Profile ........................................................................................................ 2 3.3 Groundwater .................................................................... ...................................... 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....................................... 3 4.1 Geotechnical Considerations .................................... ............................................. 3 4.1.1 Existing Utilities .......................................................................................... 3 4.1.2 Settlement PotentiaL .................................................................................. 4 4.1.3 General .......................................................................................... ............ 4 4.2 Earthwork .............................................................................................................. 4 4.2.1 Site Preparation .................................. ....................................................... 4 4.2.2 Material Requirements ............................................................................... 5 4.2.3 Compaction Requirements ........................................................................ 6 4.2.4 Utility Trench Backfill ................................................................................. 6 4.2.5 Grading and Drainage ............................................................................... 7 4.2.6 Construction Considerations ...................................................... ................ 7 4.3 Foundations ........................................................................................................... 8 4.3.1 Foundation Design Recommendations ...................................................... 9 4.3.2 Foundation Construction Considerations ................................................... 9 4.4 Seismic Considerations ....................................................................................... 10 4.5 Floor Slab ............................................................................................. ............... 10 4.6 Lateral Earth Pressures ....................................................................................... 11 4.7 Concrete Considerations ................................. .................................................... 11 5.0 GENERAL COMMENTS ................................................................................................. 11 APPENDIX A -FIELD EXPLORATION Figure A-1 Figure A-2 Figure A-3 Figures A-4 to A-6 Site Location Map Boring Location Diagram Field Exploration Description Boring Logs APPENDIX B -LABORATORY TESTING Figure B-1 Table B-1 Figure B-2 Laboratory Testing Summary of Laboratory Test Results Consolidation Test Report Reliable. Responsive. Convenient. Innovative TABLE OF CONTENTS (CONTINUED) APPENDIX C -SUPPORTING DOCUMENTS Exhibit C-1 Exhibit C-2 Exhibit C-3 General Notes Unified Soil Classification System General Notes -Rock Properties Reliable. Responsive. Convenient. Innovative Geotechnical Engineering Report Callahan Metering Skid and GC Building . Garfield County, Colorado August 2, 2011 • Terracon Project No. AD114033 EXECUTIVE SUMMARY ~~ I I GEOTECHNICAL FNGINFFI<ING GI<rlLlP A lrerracon COMPANY A geotechnical investigation has been performed for the proposed metering skid and GC (gas chromatograph) building to be located in the Southeast Y.. of the Northeast Y.. of Section 3, Township 7 South, Range 96 West, 6"' Principal Meridian, Garfield County, Colorado. One (1) exploratory test boring, designated TH-1, was performed to a depth of approximately 30 feet below the existing ground surface within the proposed building areas Foundation support and other geotechnical conditions were evaluated using the information obtained from our subsurface exploration. The following geotechnical considerations were identified: • Approximately 30 feet of soft to medium stiff sandy clay was encountered in the boring. • We believe spread footing foundations have been used in the area for similar structures. The structure can be supported on shallow spread footing foundations bearing on newly engineered, well compacted fill extending at least 12-inches below the new footing bearing elevations. Additional depth of engineered fill supporting the foundations may be included to help reduce the post construction settlement. A discussion, including detailed design and construction criteria are included in the text of the report. • Surface drainage should be designed for rapid runoff of surface water away from the proposed structure. • On-site soils may be suitable for use as well compacted structu ral fill. • The 2009 International Building Code (IBC), Table 1613.5.2 seismic site classification for this site is D. • Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We therefore recommend that Terracon be retained to monitor this portion of the work. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Reliable . Responsive . Convenient . Innovative GEOTECHNICAL ENGINEERING REPORT GC BUILDING Callahan Compressor Station Garfield County, Colorado Terracon Project No. AD114033 August 2, 2011 1.0 INTRODUCTION A geotechnical engineering report has been completed for the proposed GC building to be located at the Callahan Gulch Compressor Station in the Southeast Y. of the Northeast Y. of Section 3, Township 7 South, Range 96 West, 6'h Principal Meridian, Garfield County, Colorado. The subject site is located within the Piceance Basin natural gas development area. One (1) exploratory test boring, designated TH-1, was performed to a depth of approximately 30 feet below the existing ground surface within the proposed building areas. Logs of the borings along with a site location map and boring location diagram are included in Appendix A of this report. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • subsurface soil conditions • foundation design and construction • groundwater conditions • seismic considerations • earthwork 2.0 PROJECT INFORMATION 2.1 Project Description ITEM Site layout Structure Floor Maximum loads DESCRIPTION See Appendix A. Figure A-2: Boring Location Diagram We understand the proposed construction will consist of one structure, a GC building to house gas chromatograph analysis equipment. The GC building will be approximately 8 feet by 12 feet. The GC building will be single-story pre-fabricated building. The floor of the GC building will be a structural floor integral with the pre-fabricated building and will be supported from the foundation. Building Dead Load: estimated 6 to 8 kips Reliable . Responsive . Convenient . Innovative 1 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 ITEM A lrcm3con COMPANY DESCRIPTION Maximum allowable settlement Structure: 1 inch total(assumed); 0/. inch differential (assumed) The site is an existing compressor station with final grade Grading established. We assume that less than 1 foot of cut and/or fill will be required to achieve final grade. Cut and fill slopes None anticipated Free standing retaining walls None anticipated Betow grade areas None anticipated 2.2 Site Location and Description ITEM Location Current ground cover Existing topography DESCRIPTION This project will be located in the Southeast Y. of the Northeast Y. of Section 3, Township 7 South, Range 96 West, 6'h Principal Meridian, in Garfield County, Colorado. Refer to Figure A-1. Existing compressor station with open, vacant area surrounding with some nearby gas field development. The proposed site relatively flat with minor topographic relief across the building site. The area adjacent to the site slopes down generally to the east. 3.0 SUBSURFACE CONDITIONS 3.1 Typical Profile Based on the results of the exploratory test boring, subsurface conditions on the project site can be generalized as follows: Stratum Approximate Depth to Material Description Consistency/Density Bottom of Stratum (feet) 1 o to 30 I Clay sandy Soft to medium stiff .. The SOil encountered In the bOrings generally consisted of sandy clay of moderate plasticity and had the following measured liquid limits, plastic limits, and plasticity indices: Sample Location Depth (feet) Liquid Limit ('!oj Plastic Limit ('!o) Plasticity Index (%) Boring TH-1 0-5 28 15 13 Reliable _ Responsive _ Convenient _ Innovative 2 Geotechnical Engineering Report Callahan Melering Skid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 A lrerracon COMPANY Condilions encountered at the boring location are indicated on the individual boring log. Stratification boundaries on the boring log represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report. 3,3 Groundwater The exploratory test boring was observed while drilling and after completion for the presence and level of groundwater. Groundwater was observed in the boring during drilling or for the short amount of time the boring was allowed to remain open following drilling completion at a depth of about 12 feet. Due to the low permeability of the soils encountered in the boring, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole in these materials. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. In addition, perched water can develop over low permeability soil strata. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring log. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Special geotechnical considerations for this project include the following: _ Existing underground utilities likely exist on or near the structure areas. _ The presence of soil at and near the anticipated design foundation subgrade elevation that is prone to volume change with variations in moisture content and loading conditions. 4.1.1 Existing Utilities Based upon observations made at the project site, it appears that there are existing underground utilities on or near the structure locations. The resulting trenches should be backfilled properly and tested in accordance with the recommendations in this report in section 4.2 Earthwork. Reliable _ Responsive _ Convenient _ Innovative 3 Geotechnical Engineering Report Callahan Metering Skid and GC Building . Garfield County, Colorado August 2, 2011 • Terracon Project No. AD114033 4.1.2 Settlement Potential A lrerracon COMPANY The soil present near the anticipated foundation level is prone to volume change with variations in moisture content and loading conditions . For this reason we recommend a low volume change zone be construcled beneath footings. The procedures for using a low volume change zone as recommended in this report may not eliminate all future subgrade volume change and resultant shallow foundation movements. However, the procedures outlined should significantly reduce Ihe potential for subgrade volume change influences. Additional reductions in foundation movements could be achieved by using a thicker low volume change zone. Details regarding this low volume change zone are provided in section 4.3 Foundations. Any well compacted structural fill placed in the upper 24 inches beneath the building areas should meet the requirements for Low Volume Change Material which is defined in this report, section 4.2 Earthwork. This report provides recommendations to help mitigate the effecls of soil shrinkage and expansion. However, even if these procedures are followed, some movement and at least minor cracking in the structure could still occur. The severity of cracking and other cosmetic damage such as uneven floor slabs on grade will probably increase if any modification of the site results in excessive wetting or drying of the site soils. Eliminating the risk of movement and cosmetic distress may not be feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construclion. We would be pleased to discuss other construction alternatives with you upon request. 4.1.3 General We recommend that the exposed subgrade be thoroughly evaluated after stripping of any topsoil and creation of all cut areas, but prior to the start of any fill operations or foundation construction. We recommend Ihat the geotechnical engineer be retained to evaluate the bearing material for the foundations subgrade soils. Subsurface conditions, as identified by the field and laboratory testing programs, have been reviewed and evaluated with respect to the proposed building plans known to us at this time. 4.2 Earthwork 4.2.1 Site Preparation After stripping or excavaling to rough grade, and prior to placing new fill or foundations, the subgrade and all exisling undocumented/uncontrolled fill, if any, in-place should be evaluated by a Terracon representative. This could include in-place field density tests, proofrolling, and test pits, as appropriate. Proof-rolling can be performed with a loaded tandem axle dump truck. Unsuitable areas observed at this time should be improved by scarification and recompaction or by undercutting and replacement with suitable compacted fill. Additional removal may need to be performed if further unstable or unsuitable material is observed. Reliable . Responsive . Convenient . Innovative 4 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2,2011 _ Terracon Project No. AD114033 4.2.2 Material Requirements A lrerracon COMPANY Compacled structural fill should meet the following material property requirements: Fill Type 1 USCS Classification Acceptable Location for Placement Lean clay CL (LL<40) All locations and elevations > 24 inches below bottom of footing level and below Lean to fat clay CL/CH (40<LL<50) building finished grade unless tested and meets low volume change material criteria Fat clay' CH (LL>50) > 24 inches below bottom of footing Well graded granular GM 3 All locations and elevations Low Volume Change CL (LL <50 & PI<22) All locations and elevations Material' orGM 3 The on-site soil appears suitable for use as fill On-site soils Existing Fill: CUCH, CH below building finished grade. Additional testing may be required. 1. Compacted structural fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Terracon for evaluation. 2. Delineation of moderate to highly plastic clays should be performed in the field by a qualified geotechnical engineer or their representative, and could require additional laboratory testing. 3. Similar to COOT Class 6 crushed stone aggregate. Material should be approved by the geotechnical engineer. 4. Low plasticity cohesive soil or granular soil having low plasticity fines. Material should be approved by the geotechnical engineer. Reliable _ Responsive _ Convenient _ Innovative 5 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado ~' I I GEOTECHNICAL f r,GINf f-rllNh GIWIIP A lrC!rracon COMPANY August 2,2011 _ Terracon Project No. AD114033 4.2.3 Compaction Requirements ITEM Fill Lift Thickness Compaction Requirements 1 Moisture Content -Cohesive Soil DESCRIPTION 9 inches or less in loose thickness when heavy, selfpropelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used 95% of the material's maximum standard Proctor dry density (ASTM D 698) for cohesive soils and 95% of the materials maximum modified Proctor dry density (ASTM D 1557) for granular material such as COOT Class 6 aggregate base course Within the range of optimum moisture content to 4% above optimum moisture content as determined by the standard Proctor test at the time of placement and compaction Within 2 percent of the optimum moisture content as Moisture Content -Granular Material determined by the standard Proctor test at the time of placement and compaction 2 1. We recommend that compacted structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled. 4.2.4 Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill areas to reduce the infiltration and conveyance of surface water through the trench backfill. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the building. We recommend constructing an effective clay "trench plug" that extends at least 5 feet out from the face of the building exterior. The plug material should consist of clay compacted at a water content at or above the soil's optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. Reliable _ Responsive _ Convenient _ Innovative 6 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 4.2.5 Grading and Drainage ~' I I GEOTECHNICAL I NGII,j[ I-RING Gr<nIIP A lrcrracan COMPANY Final surrounding grades should be sloped away from the buildings on all sides to prevenl ponding of water. Finished grade should slope a minimum of 1 fool in the first 10 feet away from the structures. Backfill around foundation walls should be moistened and compacted. Foundation backfill should be moisture conditioned to wilhin 2 percent of optimum moisture and compacted to at least 90 percent of the maximum standard Proctor (ASTM D698) dry density. Foundation backfill supporting concrete flatwork or other structural components should be moisture conditioned and compacted to at least 95 percent of the maximum standard Proclor dry density. Gutters and downspouts thai drain water a minimum of 10 feet beyond the footprint of the proposed structure are recommended. This can be accomplished through the use of splashblocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravitydrains collected water. 4.2.6 Construction Considerations It is possible that the subgrade and/or base of over-excavations will be unstable upon initial exposure. Unstable subgrade conditions could worsen during general construction operations, particularly if the soils are wet or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Should unstable subgrade conditions be encountered, stabilization measures will need to be employed, and could consist of one of the methods outlined below. _ Scarification and Re·compaction -It may be feasible to scarify, dry, and re-c ompact the exposed soils. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils. Stable subgrades likely would not be achievable if the thickness of the unstable soil is greater than about 1 foot, or if construction is performed during a period of wet weather when drying is difficult. _ Crushed Stone -Crushed stone or crushed gravel could be used to improve subgrade stability. Typical undercut depths would be expected to range from about 1 to 3 feet below finished subgrade elevation. The use of high modulus geotextiles (i.e., engineering fabric or geogrid) could also be considered after underground work such as utility construction is completed. Prior to placing the fabric or geogrid, we recommend that all below grade construction, such as utility line installation, be completed to avoid damaging the fabric or geogrid. Equipment should not be operated above the fabric or geogrid until one full lift of crushed stone fill is placed above it. The maximum particle size of granular material placed over geotextile fabric or geogrid should not exceed 1 Y2 inches. Granular gradation requirements provided by the geosynthetic product manufacturer should be verified prior to material purchase and delivery to the site. Reliable _ Responsive _ Convenient _ Innovative 7 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 A lrerracon COMPANY Further evaluation of the need and recommendations for subgrade stabilization can be provided during construction as the geotechnical conditions are exposed on a broad scale; however we recommend that the owner budget for, and the contractor be prepared for subgrade stabilization. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of foundations, floor slabs, and pavement areas. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to foundation construction. As a minimum, all temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions. Temporary excavations will probably be required during grading operations. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills and backfilling of excavations into the completed subgrade. 4.3 Foundations The proposed structure can be supported using a shallow spread footing foundation system bearing on new engineered well compacted structural fill extending 1 foot below the new footing bearing elevations. Skid foundations supporting equipment will act as shallow spread footings and should be designed as such. Skid foundations may be supported on at least a 1 foot thick layer of well compacted structural fill. Thicker layer of engineered fill may be considered to help reduce the post construction settlement. Design recommendations for shallow foundations for the proposed structures are presented in the following sections. Reliable _ Responsive _ Convenient _ Innovative 8 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2,2011 _ Terracon Project No. AD114033 4.3.1 Foundation Design Recommendations DESCRIPTION Net allowable bearing pressure 1 Minimum dimensions Minimum embedment below finished grade for frost protection 2 Estimated total settlement from foundation loads for footings supported on a 1 foot thick layer of engineered well compacted structural fill ~' I I GEOTECHNICAL f r,GINf I' FlrNr, r;PllllP A lrerracan COMPANY Isolated Square Continuous Strip (UB<:2) 1,000 psf 1,000 psf 30 inches 18 inches 36 inches 36 inches % to 1 inch 3 % to 1 inch 3 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with well compacted structural fill. Based upon a Factor of Safety of 3. 2. And to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footing and footings beneath unheated areas. Based on Garfield County guidelines for frost penetration. 3. Even with the testing and observation discussed in this report, total and differential settlement of footings supported over the existing fill cannot be accurately predicted and could be larger than normal. The estimated settlement is based on the foundation and support conditions discussed in this report. If foundation or support conditions are different than discussed in this report the estimated settlement may be different than presented. 4.3.2 Foundation Construction Considerations The base of all foundation excavations should be free of water and loose soil and rock prior to placing concrete. The bottom of the foundation excavation should be scarified a minimum 10 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum standard Proctor (ASTM 0 698) dry density. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete. Place a lean concrete mud-mat over the bearing soils if the excavations must remain open over night or for an extended period of time. It is recommended that the geotechnical engineer be retained to observe and test the soil foundation bearing materials. Although not encountered in the boring, some surface and/or perched groundwater may enter foundation excavations during construction. It is anticipated any water entering foundation excavations from these sources can be removed using sump pumps or gravity drainage. If unsuitable bearing soils are encountered in footing excavations, the excavation could be extended deeper to suitable soils and the footing could bear directly on these soils at the lower Reliable _ Responsive _ Convenient _ Innovative 9 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 ~' I ! GEOTECHNICAL [I'IGII'H I-["ING lil,I]IIP A lrcmacon COMPANY level. As an alternative, the footings could also bear on properly compacted structural backfill extending down to the suitable soils. Overexcavation for compacted structural fill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below footing base elevation . The overexcavation should then be backfilled up to the footing base elevation with well graded granular material placed in lifts of 9 inches or less in loose thickness (6 inches or less if using hand-guided compaction equipment) and compacted to at least 95 percent of the material's standard effort maximum dry density (ASTM 0 698). The overexcavation and backfill procedure is described in the following figure. Design Footing l evel Recommended El(c;]vatloo Level COMPACTED STRUCTURAL FILL Overexcavation I Backfill 4.4 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) 1 D' 1. In general accordance with the 2009 International Building Code, Table 1613.5.2. 2. The 2009 International Building Code requires a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. Borings for this report extended to a maximum depth of approximately 30 feet and this seismic site class assignment considers that sandstone bedrock continues below the maximum depth of the subsurface exploration. Additional exploration to greater depths could be considered to confirm the conditions below the current depth of exploration, or a geophysical exploration could be utilized to attempt to justify a more favorable seismic site class. 4.5 Floor Slab As currently planned, the floor of the building will be a structural floor integral with the prefabricated building supported by the foundations. If in the future the plans are changed we should be contacted to provide design and construction recommendations for concrete slab on grade floors. Reliable _ Responsive _ Convenient _ Innovative 10 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County. Colorado August 2. 2011 _ Terracon Project No. AD114033 4.6 Lateral Earth Pressures "lIIl'11 GEOTECHNICAL [i-JGiNi i ["NG GI,nlIP A lrerracon COMPANY As currently planned. the proposed buildings will not include unilaterally loaded walls supporting soil loads. If in the future the plans are changed we should be contacted to provide design and construction recommendations for laterally loaded walls supporting soil. 4.7 Concrete Considerations One sample (TH-1 at a depth of 0 to 4 feet) was tested for water soluble sulfate concentrations. The test results indicate water soluble sulfate concentrations of 29 ppm. Sulfate concentrations in this amount are considered to have a negligible to moderate effect on concrete that comes into contact with the soils. We recommend following the American Concrete Institute (ACI) guidelines for sulfate resistant cement. ACI recommends a Type II (sulfate resistant) cement be used for concrete that comes into contact with soils which exhibit moderate effect on concrete. In addition, the concrete should have a water cement ratio of 0.5 maximum. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical Reliable _ Responsive _ Convenient _ Innovative 11 Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 A lrerracon COMPANY engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Reliable _ Responsive _ Convenient _ Innovative 12 APPENDIX A FIELD EXPLORATION A lrl!rracon COMPAN GEG JOB NO. AD114033 0 800' Graphic sca le Subject Site Vicinity Map Callahan Metering Station Garfield County, Colorado SENE Sec 3 T7S R96W 6 th PM ..~ ,eo,' j DATE: 07108111 Fig. A·1 Note: This figure was prepared based on USDA NAIP imagery and notes obtained during our field study and and is intended to show approximate locations of Exploratory Test Boring only. TH-1 • o Legend Indicates approximate locations of Exploratory Test Boring 100' 200' Graphic scale A 1rerracon COMPAN Exploratory Test Bore Location Callahan Metering Station Garfield County, Colorado SENE Sec 3 T 7S R 67W 6 th PM GEG JOB NO. AD114033 DATE: 07108111 Fig. A-2 Geotechnical Engineering Report Callahan Metering Slid and GC Building _ Garfield County, Colorado August 2, 2011 _ Terracon Project No. AD114033 Field Exploration Description A lrerrilcon COMPANY The proposed boring locations were laid out in the field by a Terracon engineer using a scaled site plan provided by the client and measuring from available site features. The locations of the exploratory test borings should be considered accurate only to the degree implied by the means and methods used to define them. The exploratory test borings were drilled with a truck-mounted rotary drill rig using continuous flight solid-stem augers to advance the exploratory test borings. Samples of the soil encountered in the borings were obtained using the split-barrel and thin-walled tube sampling procedures. In the sampling procedure, the number of blows required to advance a either a modified California Barrel sampler or a standard 2-inch 0 .0 . split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT -N). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. An automatic SPT hammer was used to advance the sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. A field log of each exploratory test boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller's interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples. Reliable _ Responsive _ Convenient _ Innovative Figure A-3 APPENDIX B LABORATORY TESTING Geotechnical Engineering Report Callahan Metering Skid and GC Building _ Garfield Counly, Colorado August 2, 2011 _ Terracon Project No. AD114033 Laboratory Testing A lrt!rracon COMPANY Soil samples were tested in the laboratory to measure their dry unit weight and natural water content, Atterberg limits and swell/consolidation characteristics tests properties.. The test results are included in Appendix B below. Descriptive classifications of the soils indicated on the exploratory test boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification system is attached to this report. All classification was by visual manual procedures. Selected samples were further classified using the results of Atterberg limit testing. Reliab le _ Responsive _ Convenient _ Innovative Figure 8-1 .... . '1 GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY Job No. AE114033 TABLE BI SUMMARY OF LABORATORY TEST RESULTS Hole Depth Natural Dry Atterberg limits Swell I Consolidation Direct Shear Passing Water Soil Type (feet) Moisture Density No. 200 Soluble (%) (pel) Liquid Plasticity Swell Confining Estimated Internal Cohesion Sieve Sulfates Limit Index (%) Pressure Swell Angle of (psI) (%) (ppm) (%) (%) (psI) Pressure Friction (psI) (Degrees) TH-1 o to 4 16.4 --28 13 ---------72 29 Clay, sandy (Cl) TH-1 4 14.5 119 -----0.1 250 NA --------Clay, sandy (Cl) Page 1 of 1 CONSOLIDATION TEST REPORT -1 < I I I I I I i I I I I i ! < , I < I --_. I , · i 0 ! WATER ADDED I cr -rr I < . .................. I I 1 I I It~ I r-..... ! ;... 2 < I I .......... I N-.....K , I . ! i • I , I 3 , < c: i .~ i I , i I iii , , i , • ! C 4 ; I < Q) I ! " < ~ < < < Q) CL i , I I 5 , I I < I I I , i ,< , < < I I I I 6 • I i I < ! I I i i I , I I , I 7 I i i I < I I < , < , I i I i 8 i I < i I . I < I I i I I · i 9 100 200 500 1000 2000 Applied Pressure -psI Natural Dry Dens. Sp. Overburden Pc Cc Cr Swell Press. Clpse. LL PI eo Sat. Moist. (pcl) Gr. (psI) (psI) (psI) % 99.5 % 14.5 % 119.3 2.65 1058 0.04 0.1 0.387 MATERIAL DESCRIPTION USCS AASHTO Project No. ADI14033 Client: Williams Midstream Remarks: Project: Callahan Metering Station Source: TH-I Elev.lDepth: 4 Terracon, Inc. Grand Junction, Colorado Figure B-2 APPENDIX C SUPPORTING DOCUMENTS GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon _1_'/8' 1.0., 2" 0.0., unless otherwise noted ST: Thin-Walled Tube -2" 0.0., 3" 0.0., unless otherwise noted RS: Ring Sampler -2.42" 1.0., 3" 0.0., unless otherwise noted DB: Diamond Bit Coring -4", N, B BS: Bulk Sample or Auger Sample HS: PA: HA: RB: WB Hollow Stem Auger Power Auger (Solid Stem) Hand Auger Rock Bit Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch 0.0. split-spoon sampler (SS) the lasl 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the ··Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: WCI: Wet Cave in WD: DCI: Dry Cave in AB: While Sampling While Drilling After Boring BCR: Before Casing Removal ACR: After Casing Removal N/E: Not Encountered Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, Ihe aceurale determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength. Qu, psf Standard Penetration or N-value (55) Consistency < 500 500 -1,000 1,000 -2,000 2,000 -4,000 4,000 -8,000 8,000+ BlowslFI. 0-1 2-4 4-8 8 -15 15 -30 > 30 Very Soft Soft Medium Stiff Stiff Very Stiff Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight < 15 15-29 ~ 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight <5 5 -12 > 12 RELATIVE DENSITY OF COARSE-GRAINED SOILS Standard Penetration or N·value (SS) Blows/FI. 0-3 4-9 10-29 30-50 > 50 Relative Density Very Loose Loose Medium Dense Dense Very Dense GRAIN SIZE TERMINOLOGY Major Component of Sample Boulders Cobbles Gravel Sand Silt or Clay Particle Size Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75mm) #4 to #200 sieve (4.75 to O.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plasticitlt: Index Non-plastic 0 Low 1-10 Medium 11-30 High > 30 Exhibit C-1 UNIFIED SOIL CLASSIFICATION SYSTEM Soli Classification Criteria for Assigning Group Symbols and Group Names Using laboratory Tests A Group Group Name B Symbol Gravels: Clean Gravels: Cu:?: 4 and 1 ~ Cc:<; 3E GW Well-graded gravel F More than 50% of less than 5% fines C Cu <4 andlor 1> Cc > 3 E GP Poorly graded gravel f coarse Fines classify as ML or MH GM Silty gravel F •. H fraction retained on Gravels with Fines: Coarse Grained Soils: More than 12% fines C I Fines classify as CL or CH GC Clayey gravel F,G,H More than 50% retained NO.4 sieve Cu~6and 1 :-O;Cc..,;3 E WelJ-graded sand I on No. 200 sieve Sands: Clean Sands: SW 50% or more of coarse Less than 5% fines 0 I Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand! fraction passes Sands with Fines: ! Fines classify as ML or MH SM Silty sand G,H,I NO.4 sieve More than 12% fines 0 Fines Classify as CL or CH SC Clayey sand G.H.I PI > 7 and plots on or above "A" line J CL Lean clay K.L.M Silts and Clays: Inorganic: PI < 4 or plots below "A" Iine J ML SiltK.L.M liquid limit less than 50 I Organic: Liquid limit -oven dried I OL Organic clay K.L.M.N Fine-Grained Soils: Liquid limit -not dried I < 0.75 Organic silt K.L.M.O 50% or more passes the PI plots on or above "A" line CH Fat clay K.L.M No. 200 sieve Inorganic: Silts and Clays: PI plots below "A" line MH Elastic SiltK.L.M liquid limit 50 or more I Organic: Liquid limit -oven dried I OH I Organic clay K.L.M,P I < 0.75 Organic silt K.L.M.Q Liquid limit -not dried Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve H If fines are organic, add "with organic fines" to group name. S If field sample contained cobbles or boulders, or both, add "with cobbles , If soil contains ~ 15% gravel, add "with gravel" to group name. or boulders, or both" to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty Clay. c Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel with silt. GW-GC well-graded gravel with clay, GP-GM poorly gravel," whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains ~ 30% plus No. 200 predominantly sand, add "sandy" o Sands with 5 to 12% fines require dual symbols: SW-SM well-graded to group name. sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded M If soil contains ~ 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly" to group name. , N PI ;::>: 4 and plots on or above "A" line. E Cu = DwlD10 Cc= (0,,) I o PI < 4 or plots below "A" line. 010 X 060 i P PI plots on or above "A" line. F If soil contains 2:: 15% sand, add "with sand" to group name. ! Q PI plots below "A" line. o If fines classify as CL-ML. use dual symbol GC-GM, or SC-SM. I 60 ----, , c ___ For classification of fine-grained " , , , i solis and fine-grained fraction , , i i i , 50 of coarse-grained solis ~0 .. " !_ .~0 " 1 I ~'J/, ! ,\} !£. Equation of "A~ -line ~ , .. ' ,~ Horizontal at PI=4 to LL=25.5. I , , X 40 -then PI=0.73 (LL·20) --------·O~ , , _ .. ,-.;.--w I , v~o' ; 0 Equation of "U6 -Une i , , ~ Vertical at LL=t6 to PI=7, 1, , , ~ 30 i then PI=0.9 (LL-8) 1"/-I ---, 'I U : ,/i 0" fii 20 ,----" -V -.. --_ .. , . --:'5 , , 1/1 MH arOH , t 0-,," I , I I i _, I to, ';1 , i I ; i ---7 ---;; \,;L C:M /1 MlorOl 4" ,, -, , 0 .. I. L I . L , 0 to 16 20 30 40 50 60 70 80 90 tOO ttO LIQUID LIMIT (ll) Exhibit C-2 WEATHERING Fresh Very slight Slight Moderate GENERAL NOTES Description of Rock Properties Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline. Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick. Severe Very severe Complete All rock except quartz discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining. Rock reduced to "soil". Rock "fabric" not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description of rock -not to be confused with Moh's scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's pick. Hard Moderately hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Can be scratched with knife or pick. Gouges or grooves to Y. in. deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologiSt's pick. Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with pOint of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint• Bedding and Foliation Spacing in Rock' Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. -1 ft. Close Thin 1 ft.-3ft. Moderately close Medium 3ft.-10ft. Wide Thick More than 10ft. Very wide Very thick Rock Quality Designator (RQD) 0 Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight 90 -75 Good Less than 1/32 in. Slightly Open 75-50 Fair 1/32 to 1/8 in. Moderately Open 50 -25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide Greater than 0.1 ft. Wide a. Spacmg refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. b. ROD (given as a percentage) = length of core in pieces 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice -No. 56. Subsurface Investigation for Design and Construction of Foundations of BUildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual. Exhibit C-3 @Samuel Engineering, Inc. We Provide Solutions 8450 E. Crescent Pkwy, Ste 200 Greenwood Village, CO, 80111 To; Mr. Andy Schwaller Garfield County Buildings Department 108 8" Street Suite 401 Glenwood Springs, CO, 81601 January 30, 2012 Hereby I'm stating that I'm aware of the Williams Midstream Company intent to install pre-cast concrete sleepers in order to support either 8' x 16' or 8' x 10' buildings at the following existing Compressor Station (CS) sites; • Wheeler Gulch CS • Starkey Gulch CS • Jangles CS • Riley CS • Callahan CS • Hayes Gulch CS • Wasatch CS • Cottonwood CS • Anvil Point CS • Sherrard Park CS • Clough CS • Rulison CS • Una CS • Hyrup CS • Crawford Cs • Rabbit Brush CS • Webster Hill CS I have received and reviewed Geotechnical Engineering Reports for the above mentioned sites; and I do consider pre-cast concrete sleepers to be an appropriate foundation system for the referenced buildings. Hence, I approve Colorado Precast Concrete, Inc. STEM WALL drawing dated 10/21/11 Project # 11-3541 for installation at the referenced site according to subsequent SE civil/structural drawings. Boris Vilner, PE (CO) Chief Civil/Structural Engineer BVilner@Samuelengineering.com (303) 567-7628 ( 1820 E. HIGHWAY 402 LOVELAND, CO 80537-8805 January 25, 2012 WWW.COLOPRECAST.COM Garfield County Building Department J08 8th Street Suite 401 Glenwood Springs, CO 81601 Re: Quality Control for Precast Footers Mr. Andy Schwaller: PHONE: (970) 669-0535 FAX: (970) 669-0674 This letter is to certify that the three Colorado Precast Concrete (CPC) quality control technicians, Wade Gaking, Amalio Lozano and Alcadio Maltos follow the ACI and NPCA quality control guidelines. I am the on staff Professional Engineer and work closely with the quality control technicians to ensure the product is made to the correct specifications. I certify that the precast footers manufactured by CPC for Williams Field Services were made to the job specifications with the exception of the use of utility anchors in lieu of the rebar lift detailed on the drawing. The lifts were accepted by Boris Vilner of Samuel Engineering with my guarantee they meet Appendix D of the ACI 318-08. Please feel free to contact me with any questions. Respectfully, Kimberly Fentress, PE Structural Analysis & Design Ho-Ad 4057 Camelot Circle Longmont, CO. 80504 Davis and Davis Williams Bargath 8'xlO' Chromatograph Building Parachute, CO December 8, 2011 Prepared By: Kim Gazdik, E.1. Behrent Engineering Company 11455 1-70 North Frontage Road Wheat Ridge, CO 80033 303.940.6868 (P) 303.940.0041 (F) Behrent Engineering Job # 11331 Reviewed By: Pete Sopher, P.E. Overview Objective: PerfOlID a structural analysis and design to detel1nine the structural members required for the B'x 10' building. The building will be designed for two conditions: Hoisted and foundation supported. When hoisted, the building shall have no snow present on the roof. For design, an additional 20 PSF miscellaneous load will be added to the floor in addition to the self weight of the structure, to be conservative. The foundation supported condition wiII be designed for snow, wind, seismic. noor live, and roof live loads. See below for detailed londing for each condition. Data: Location -Paracbute, CO I. Roof: a. Dead Load = 5 psf + structural element self weight b. Snow Load = 75 psf c. Live = 20 psf d. Wind Load = 23 psfuplift (V=100mph, exp C. 1= 1.0) 2. Lateral Loads: a. Wind = 22 psr b. Seismic = 0.069*DL (Sds = 0.206, Sdl = 0.047. Site Class B, 1=1.0) 3. Floor: a. Dead Load = Self weight b. Live Load = 85 psf 4. At Hoist: a. Selfweight of structure b. 20 psfmiscellaneous on floor References: I. AlSC 13lh Edition 2. ASCE 7-05 Computer Programs: RAM Elements V8i, Release 12.5. I (build 18) Conclusion: All stlUctural elements are adequate in strength and deflection. Refer to drawings for member sizes, OIientation and dimensions. Owner shall provide anchorage to fOIDldation at 4 comers of building with a capacity of300lb tension and 500lb shear per anchor. A 6" minimum slab foundation is suggested for huilding anchorage. ~ aentley Behrent Engineering Current Date: 1217/2011 1:47 PM Units system: EngUsh File nama: P:\2011-BECO\11331 -HoAd 8)(10 Davis and Davis Chroma! ra \Calculatlons\8x10 Chroma ra h -Hoisted.etz\ hieh"lber~ ~ T\)'ce~ ; \'\S~L\xJ.x \4 gq R1oC\e: t"rIlax\\,e SI<.\IJ> ClD'<''O.a L Olxax"Lj y A Z ! LCCO~~ ~~ l>eo..<:\ • ~-t\y Wei~h\ L\II(;' f\oor" ~ ~f -L\V< Root = ao p~t ~nOUJ' 15p~t 'NI\,\O 'dct\')sf ~ dW,~i l' ~e\~h'l( , t?o Deod LJ .. -DOOR END ;.'.)1';: OCT.'\:L --------------_·'C---i G(; , ill , • O! 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G) G) ~ G) G) FD fD rv u: CD <it G) (j) ---, !--2,-:;qJ-r--2'-4"Q) G) Sf) --2'-4"'::""'" !--2'_3'c_ hVh~a Q) CD Q) CD (D G) n"nr •• " ................. . Q) FD Gl " ~. ___ RIDGE CAP ROOF PANEL ~ -------8'-------1I00F muss DETAil <;~;~ (.:~: ".:'.,:!:,.I!j!.~'· \ HO-AD 04057 c:AMELOT OR LONCiMOHr, co 80:.04 www.ftoadine.c:om ... , , •t ,•• PiI"UI""",."","'IICIIbI_CIIIII: DAVIS AND DAVIS WlLUAMS BARGATN 8'110' CHROMATOGRAPH BUILDING ROOI'STRUCTURAl/TRUSS DETAIL (J1. 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B....w /l"-\ _ BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer ---'t1o-=-.i.-.A..d.. ... _________ Project _-'"?Jt..:!'1('J.>\o<....I--'r.k'al.!..l@"'"':l'""'a.'-"®""C\'fV1COJ~vnl"'-'-_-'B-,-,Q",r""Q.u.rb, -,,\J'\cuf~ SUbject_-'OLo:",,-Wu..Y:u£XOL\ _em.WLL..,;\,\~.~.. \V.. .,J-:) _________ _ By ___ ~k~g __________________ _ Loco.ton. ~cl1\)-\;e,CO (:~}\.4BNI 105,101"1) I= 1,0 R: ~,O ~\ \~ CI05:;' ~ ~%' o,a~ ~\)\' O,{J4r De~iCQ" CQte~OY"lj ~ Code, A~~E 1-05 E q0Wo.\ent \..a.tent\ fOrce Desisn: C ~' ;)0:'> c o· 0(09 f-Coml5 RI:c but recc.\ not (:')( c.ee d c':.:, ~ ~ol "-D, 0 ~£l T(RII) T' Ctn,,x ,. OtiH Ct ' {J,DilS hn ' Ibn )(: D,B and not le5~ tha.n C~ : 0,0\ Job No. _---J.\.J..>I~~~'_L\ ___ _ Date __ ---l>'a"-'-I~I01_l_!lI'---__ Page ___ =1-"----____ _ Checked By _-,-p-'~l..-..!.I~a 1u..f\JLIlI.LI _ __ Project Nllme = Ho-Ad: 8' x ID' th,(1Jma'\o~m9Yl -oo.V\i)~ (hv\S Conterminous 48 States (lb.ro.Chu\~, eO) 2005 ASCE 7 Standard Latitude = 39.48 Longitude = -108.1 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B -Fa = 1.0 .Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.310 (Ss. Site Class B) 1.0 0.070 (S1. Site Class B) Conterminous 48 states 2005 ASCE 7 Standard Latitude'" 39.48 Longitude = -108.1 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and SM1 = Fv x S1 Site Class B -Fa = 1.0 .Fv = 1.0 Period Sa (sec) (g) 0.2 0.310 (SMs. Site Class 8) 1.0 0.070 (SM1. Site Class B) Conterminous 48 States 2005 ASeE 7 Standard Latitude = 39.48 Longitude = -108.1 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 '" 2/3 x SMi Site Class B -Fa = 1.0 .Fv = 1.0 t... Pel" Cl'hl at rurClchotC Period Sa (sec) (g) } 0.2 0.206 (SDs, Site Class B) D.e:)\t'l.y\ ··~o.\Ue3 1.0 0.047 (SD1, Site Class B) J 8 g I nn I un I un i 0"'00 .... 00 d ~ un ~ un ! nn i 00 .. 0:1 cecid • oddd ~ un ~ 1m!! nn i codci I~ ~m § -, •.. ~ S~l!1l.l EE~§ I ;~;;;;;; ~ ""'00:" ... 0000 q of'?'=! ,":" d<it?0 d I I t "U § iUIl i§ un ~ iU~~ • h~~~ I-~ j'i'qqO -; 9qd6 • • I ~ : • im~li !~m ! ,.. .. ,. !~II ! i i • I ". .. I~ • I j !! -I ' l~H::~~e ,~ lh:::;!fS I~ nn <:idcid I un a ...... 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" "''' IKlp'nJ o.09D S34 O.OOODO lOl 0.00000 Sf OOOODO 51 .o...Q~ S2:I """'" 'I 1l.OlIOIO 'I O.ODOOO SI O.la s:r: o.oaoou SI O.OOOOD SI O.llOODO 51 .oAQ2 535 0000G0ll 51 OOOODll 51 ""'" 'I 1..,03 52 0.00000 51 O.llOllOO 51 0.00000 51 .0.<411:1 515 o,OODOO 51 O.OOOOQ 51 __ S1 0.081 SJ4 o,ooaoo 51 0.00000 51 o.aJIIIIIII 'I .0 .. 011 511 O.llOUllO Sf o.ooaoo 51 O.DDOOO 51 ... ., Current Oat.: 1217/20119:15 AM Units system: English File name: P:\2011~8ECO\11331-HoAd 6x10 Davis and Davis Chromatograph\Calculalions\8x10 Chromatograph.etz\ Report: Summary -Group by description load conditions to be Included In design: Dl=DL D2=DL+LL D3=DL+lLt D4=DL+SL D5=DL+0.75Ll D5=DL+0.75Sl D7=Dl+0.75llr DB=DL +O.75Ll +0.75LLr D9=Dl +0.75ll +0.75SL Dl0=DL+WLx Dll=DL+WLz 012=DL+O.7EOx D13=DL+0.7ECz D14=DL+O.75WLx+O.75lL D15=DL+O.75WLz+0.75Ll D16=DL+0.75WLx+0.75SL 017=DL+0.75WLz+O.75Sl D1B=DL+O.75WLx+O.75lLr Dl9=OL+0.75WLz+0.75llr 020=DL +0. 75WLx+O.75ll +0.75Llr D21=Dl +0. 75WLz+0.75ll +0. 75Llr D22=Dl+O.75WLx+0.75LL+O.75Sl D23=DL +0. 75WLz+0. 75lL +0. 75Sl D24=Dl +0.525EQx+0.75Ll D25=DL+O.525EOz+0.75ll D26=DL +O.525EOx+0.75Sl D27=DL +0.525ECz+O.75Sl D2B=DL +0.525EOx+0.75lLr D29=DL+O.525ECz+0.75lLr D3O=0L +0.525EOx+0. 75Ll +0. 7Sllr 031=DL +O.525EQz+O. 75LL +0. 75LLr D32=DL +0.525EOx+0.75lL +0.7SSL D33=OL +0.525EOz+0. 7SLL +0. 7SSL D34=0.6DL +WLx 035=O.SDL+WLz D35=0.SOl +D.7EOx D37=0.SOl +D.7EOz Description Section Steel Code Check If m:m\:)e.r~ L\l\1~'\ W(j.n1\ng~ lntn'lckd for ten:)\cn i CDH1P\'(:~~\lXl VY1£mbtr~ 1n\~ lmyY\\ng~ rm~ b~ \~ notto a. \ I l"l1el'YI ber ~ ._._ .. _._.~ Ok .......... _. _ Member Ctrt Eq. 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'" 16 ~ .. --t\:I1n' :./.0 o, oor. ~ .. --D:J""IIR~ CIoI,;·, ~ .. -oeun .).. ,,o oon, BEHRENT ENGINEERING COMPANY • CALCULATION SHEET . ~ustomer ....JfuLlULA.u.d.........,. ____ ~-_,__:_;: Job No. _----Ll\\;X,.,.).Ll.\ __ _ . Project B ')(10 \ CbYD\'Y1rorXC{(WY1 -Ibmrtuilg ,(0 Date __ -<la l4llc.-Ll uc/llL--__ _ Subject Yni0r Page __ -'-10.->--_-. _ _ By kb Checked BY_.l.-P~;:'--,\. a......" I~<.!.J/I,,-\ _ 'tin\\ ~Q,'iIe.\ ()Q~W"') ~ alD 5CJ '?~\< mo.)( ~?Ckl\ = 4'· 0" mG.l( load = aa ~~it (W\\1d) d s?on ct)'(\Qt\\on yno.)( o.\IOllJ· LP5~&t ? act ?6t '\ ~ 0.0 \Y\O-X .::.\'0.1'): \I.q" mOJ( 100.0: :rD?sf (~\1()LC) a ~?o.n cond fum mol( OllolA) ,: \ \lor.'~t ) 15~st k. ?3 JO r\c:or ?\a;;t II tS\ <))'\~ 'I L\ \I ~ttl'. \ mCJ..)( WOX\ u ~" ID" mo.l( \()O~ : ~5 ?~i (\we) \Y\.CJ..l{ Q\\OW ::. C\\?5t .., %5?~J ~ ?'yl\ 26 GAUGE "PBR" PANEL INFORMATION "PBR" PANEL 36" I: 12" .( '1 11"1 4".1,4".GJ 3/1~ 11/314" /3 5/e://13k '/• SECTION PROPERTIES PANEL F, WEIGHT TOP FLAT IN COMPRESSION BonOM FLAT IN COMPRESSION GAUGE (KSI) (PSF) I, S, M. I, S, M.• (in.'IIlI (In.3Ift) Qn. Klp\ Qn.'I11.\ (In.'II1.) (In. Kip) 26 80.0 0.94 0.0423 0.0388 1.3928 0.0390 0.0437 1.5698 NOTES 1. All calculaUons for Ihe properlles of penel's. 81'9 calculaled in accordance wilh the '986 edilion of Specifications (or the peslgn pf Lioht Gauge Cold Formed Steel $lnlctural Msmhgn; ~ oohHibfMi by tbe American Iron end Steel Inslllutus (AJ.S,I.) • 2. lr Is (or deflection determination. 3. S.1s (or bending. : 4. M. Is allowable bending moment. 5. All values are for one fool of panel width. ALLOWABLE UNIFORM LIVE LOADS IN POUNDS PER SQUARE FOOT SPAN LOAD 26 GAUGE (F, ~ 80 KSI) TYPE TYPE SPAN IN FEET 3.0 4.0 5.0 6.0 7.0 8.0 SIMPLE NEGATIVE WINO LOAD 155.0 87.2 55.8 38.B 2B.S 21.8 LIVE LOAD/DEFLECTION 102.7 43.3 22.2 12.6 6.1 5.4 2-SPAN NEGATIVE WIND LOAD 137.6 77.4 49.5 34.4 25.3 19.3 LIVE LOAD/DEFLECTION 116.3 65.4 41.9 28.5 16.0 12.0 3·SPAN NEGATIVE WIND LOAD 172.0 96.7 61.9 43.0 31.6 24.2 LIVE LOAD/DEFLECTION 145.4 75.4 38.6 22.3 14.1 9.4 4-SPAN NEGATIVE WIND LOAD 160.6 90.3 57.B 40.1 29.5 22.6 OR MORE LIVE LOADIDEFLECnON 135.7 76.3 41.0 23.7 14.9 10.0 NOTES 1. Allowable loads are based on unltonn span lengths and Fyof 80 KSI ror26 gauge. 2. LL Is allowable live load. 3. Wl is alrowable wind load and has been Increased by 33.333%. 4. DeflecUan loads are limiled by a maximum denectlon ralio of U240 of span or maximum bending stress 10 Rve load.' 5. Weight of the panels has hOI been deducted (rom alirn.¥able Jopds. 6. load lable values do not address web crippling requirements or connecUon of panella substrafe. 7. Minimum bearing length of 1.5" requiJed. 1 'I: PAGE 26GA-4 SUBJECT TO CHANGE WrrHOUT NOnCE EFFEcnVE DATE AUGUST 2, 2004 ".,! , FLOOR PLATE. BENDING CAPACITY Pourids per Sq. Ft .M!'!GS.oavo and 10 ihsllght of Iha actual d,neclions {or th ... ;"",-_. '"-plaIa In inChBS. den&ctlon caused by 10 ~~I,ibDve,M~IU~lrlli.bv~act tabl"ho AMERI .203 .265 J35 .414 .596.7 .810 Currenl Dale' 4/H1I20071o:o2 AM UnUs system: English FIfe name: C:\Program Ales\AAM\RAM Advanse\Oala\Cemex\F1nal MocfeJs\c-10 To 0-11 TJilnsferTower.ad'v Section Information Section name: alslBox 4x2x14ga DImensions: 2... a b r I = = = = Properties~ Area 133 122 123 Ang31to3 133' 122' I max fmin Dlsl10 ega: DIsL 10 eg2: JTor )(so' Ysc' cw Ii) Ja3' J22' S33 S22' 533' S22' zaa 222 Zaa' Z22' Fsc3 Fac2 Max a Min a Max 2 , Min 2 Max 3' MIn 3' Max 2' Min 2' -.1 I~' ~t-X I z.. ~ 4i i;) I'H~ 4,QOO (InJ 2.000 pnJ 0.09~ Pn] D.07P (InJ 8.D40E-Ol 5.BQ3E-Ol 1.6BBEt()0 3.459E-18 0.000 5.603E-Ol 1.6BBE+OO 1.6BSEt()0 5.803E-Ol 0.000 0.000 1.374E+oO 0.000 0.000 1.145E-Ol 1.679 0.000 0.000 5.80'E-Ol 8.4a2E-D1 5.BO'E-Ol 8.432E-Ol 6.45DE-Ol 1.D39E+OO 6.450E-Ol l.o3SE+00, 1.200 1.200 2,000 -2.000 1,000 -1,000 2.000_ -2,000 1,000 -1.000 WI~1h Deplh Inskfa bend radius Thickness (In2J pn4J lIn4) pn4J (1 (In41 Pn41 pn41 (In~1 pnl pnJ [ln41 lInl (InJ (In5) llnl lin) (InJ llna) pnaJ (In3) (In3) (ln3) (In3J Un3) (In3) lin) (Inl (InJ (InJ (In] (In) IlnJ (InJ G"ross area or the sselion. Mom'!fll of Inartie ilboullocalalds a. Moment of Jna~1a abOtJlloca/axis 2. Pnx!Uct ,of Jne~. Anglo 10 Ihe ptlnc!pal axis. Momoni of In.rtia "bool ""nclpal axls ,. Moment or Inertia aboulprilldpal axIs 2. MaxlmtlmJnomenl of Inllllla. MInimum moment of Jn~. Distance m:Kn the geomellfc cenlar 10 the gravJIy canler or Ihe seCUon In the axis 3 dlrectlon. DIstance: from (he gaomelrfc [;Snter (0 the gravlly cenler of the section In IhEi aids 2 dlrecllon. Salnt-Venant larslan constant. DIsLance ffom: 'the e.g. Ie Ihe shear cenler\IAth referen~ 10,the prlncipal axis 3. Distance-from the e.g. to the shear cenlerwi'ih raferenc:a 10 I~e prfnclpal axis 2. Warplrw conlilanl, Polar radius: of gyrallon. PmRBriy.!o consider Iomlonal-nexurnilluokflng aboul prlnclpal.~, a. Prop'ri» 10 considerfolSlonal-n~ral bucldlng aboul ~hclpar axis 2. Seollan modolus aboullocal alds.3, y) SocUon mO!fUfu. aboulloeal ax .. 2. )(1 Ss'c((on moduluS abQUI prlpclpala>ls 3. Secllon mo~ulus aboul principal axis 2, PlasUc secUon modulus aboot focaJ axls 3. PJaslfr:: secUon modUlus about loca1 axis 2. PlasUc •• clloil modulus about pijnclpal axis a, ?fastle secUon modUlus about principal axIs 2, Shear (aclor In axis 3 dlreeuon. Shearfa,clor: In axIs 2 dlrecUon. Coordlnale of [he rarlhesl posklve ext/emJty of the secUon In relaUon 10 focal axJs 3. Coortllnale of l11e farthest negaUva extremity of lha setUon In rela~'on 10 local axJs 3, Coordlnale of tha fi!J1hesl ppsrftve exlremlly or the sectIon In relaUolllo local axis 2. Coordinala or the larfuesl nega~ve extremity of the secOen In refaUon 10 local 3):ls 2. Coordlnale of the (arthesl P9slllve extremlly 01 the seCtion In relation 10 prlnclpal axis 3. Coortffnale or the farthest negallve exlremlly of the section in relallon 10 Plindpal axis 3. Co~rdin~l~ of fuCi farthest posllJve exlremrly or the seellon In relaUon 1o principal axis' 2. COordinate of Ihe rarthest negallve exlremIIy of the sectIon in relal/on fo principal axis 2. Pagel Current Date: 12(112011 9:50 AM Units system: English File name; P;\2011·BECO\11331 v HoAd 8x10 Davis and Davis Chromatograph\Calculaijons'8x1O Chromalograph -Hoisted.etz\ Report: Summary· Group by description Load conditions to be Included In design: 01=OL+LL -----------Description ~ Dummy Post ~ FB 1 N.! FB3 ru IIW!!I!: J2!!! liftIng Lug Ridge Roof Brace Wall Brace SecUon ajsiBoJ( 2x4x14ga aisjBox 2x4x14ga RectBar 0.75x5 M12X11.B alsi80x 2x4x14ga Member 19 67 40 10 5 4 2 39 71 74 44 55 35 St801 Codo Checf! ... _--. CIrI Eq. Ratio _._--01 aI100.00% 0.32 01 aI100.00% 0.02 01 aI1oo.00% 0.12 01 aI100.00% 0.34 01 aI50.oo% 0.20 01 at 50.00% 0.15 010150.00% 0.20 01210.00% 0.06 01 at 65.42% 0.12 01 aID.OO% 0.12 01 at 50.00% 0.12 01 aIO.oo% 0.03 01010.00% 0.21 --------------.. ---*-\ml\)Qes a\)p~t yYI\:)C., \\\Ie \oCAd OYI t\OD,( 10 b~ eon'5CJ(I/o:hvt Status Reference ........... -OK CS.2.2-3 OK C3.3.2·1 OK C5.2.2-3 OK Eq. Hl-1b With warnings Eq. Hl.lb OK Eq.Hl·lb Wilh warnings Eq. Hl-1b Oil C5.2.2·2 OK C5.2.2·3 OK Eq. H1-1b With wamings Eq. Hl·lb OK C5.2.2-2 OK C5.2.2·3 Se~ nl1\~ Un ?~ \~ aDam \ INlin Wo.rr\ln~~1 S10:N,) Pagel · ~IBenHf::'U Behrent Engineering Current Date: 121712011 9;50 AM UnUs system: English File name: P;\2011·BECO\ 11331 ~ HoAd 8x10 Davis and Davis Chromalograph\Calculatlons\Bx10 Chromatograph. Holsted,etz\ Analvsls result Envelope for nodal reactions Note.-Ie Is the controlling load condition Y'<\OX Lood ott L\f\\V\~ LUQb 'i \ nC\\lh <7I(J ~t hll5C, floor loo-d Direction of positive forr:es and moments Envelope of nodal reacllons for 81=DL+lL Node Fx Ie IKip) 77 Max 0.222 51 Min 0.222 81 7B Max 0.23' 51 Min 0.234 $1 ------_._--_.-.-.---._ .. 79 Max -0.237 51 Min -0.237 81 ----------_ .. BO Max -0.219 81 Min -0.219 51 Forc~:! Fy Ie Fz Ie IKip) [Kip) 1.B15 81 0.021 81 1.815 81 0.021 81 1.B71 81 -0.032 81 1.B71 $1 -0.032 81 Mx Ie (Klp'ft) 0.00000 81 0.00000 $1 0.00000 81 0.00000 81 Moments My Ie Mz Ie 11(lp''') [Kip'ft) -_ ........... ----0.00000 81 0.00000 51 0.00000 81 0.00000 81 0.00000 $1 0.00000 $1 0.00000 81 0.00000 51 ---------------------------_ .. --_ .. _------1.862 81 1.B62 81 1.B19 $1 1.819 $1 -0.009 81 -0.009 81 0.00000 81 0.00000 81 0.00000 81 0.00000 81 0.00000 $1 0.00000 81 --------.. _-------------_ ... _-------0.020 51 0.020 81 0.00000 81 0.00000 81 0.00000 51 0.00000 81 0.00000 81 0.00000 $1 ------_ .. _-------------------_._ ...... ---_._-_ .. _--_._--_ .. --._--?\'Y\o.x ; \. ~k (\15)"":: d' 'D~ ~ \ ~yW)(~ £t fanw oi so.:te~ Pagel BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer ----'t\r~)A-:'!'Q"-.--__:_-____:____;::____:_~:_:: Project 'O'~\O' rbn)W\o.1D~(QO\'\ -'j?o.mc'mf\R.rO subJect_-\-l\1o"'-i""&I.L-________ _ By ___ ~~~bL-_________ _ /( 2, .' I J true\( ?>Woc ~ A: o;~~ (~N" fa) = \.1;).011'1.).. Ft, 0, l\ F~ = \ 4,1.\ KS'\ eo.~(J.elt~ ~ f\. fv' l!o, a K \lod"K,>~,~K 0'. f,\-rovo\:.. ChfCK '9tl1dlVla ~ ~< 0,15" (fJ")a/!Q~ ~,\a51\1~ hi: Q,j)"-(w") -. IlD.\) k-in lb' 0.10101'\= a~d)l<&i fb: ml:'): 0,0110 k5 i fb /Fb: O.d.) <.\ Q'. \:)en01Vl5 Q4:. , .3" I r J Job No. _----LI \",,&:l""-O-' ___ _ Date ___'l. ':!.dJ..Ji"tlJ,.!/lcL.' ___ Page ___ --"a="'5~::-:-:-__:_--_ Checked By _~"-,~",,-,\,,,,-a. ...B,,/.u/.llll __ 0mcv" W~\s\ ~ Co.\ml"l: (0 (o.q;lS)(5) = aT. 5!( >d. 2>~ 0·" ""eld 01<" COMcheck Software Version 3.8.0 Envelope Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project ,;«. : 8')( 10' Chromatograph Building Construction Sne: Parachute, CO OWner/Agent: Williams Bargath LLC Parachute, CO Section 2: General Information BUilding Location (for weather data): Climate Zone: ActMty Typals) Inst. Building (Warehouse) Parachute. Colorado 5b Floor Area 80 Section 3: Requirements Checklist Designer/Contractor: HOAD, Inc. 4057 Camelot Circle Longmon~ CO 80504 (720}-720-2000 :Envelope PASSES DeSign 4% better than code . ,I Climate-Specific Requirements: Componont NameJDo_p1lon Gross Cavity Coni. Area or R·Value R·Yaluo Perimeter Roof 1: OIher Melal BuHding Roof (b) 80 Exterior Wall 1: Melal Building Wall 288 21.0 Door 1: Insulated Melal, SwInging 21 Floor 1: Other Floor (b) 80 (8) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. (b) 'Othe( oomponenla requlra supporting documenlation for proposed U-factors. Air Leakage, Component Certification, and Vapor Retarder Requirements: 0.0 Propoood U-Factor 0.066 0.066 0.340 0.066 Budget U·Factol"(a) 0.055 0.069 0.700 0.033 !Wi 1. All joints and penetrations are caulked, gasketed or covered with a moisture vapor-penneable wrapping materim instaled in accordance ,.. with the manufacturafslnslallatlon Instructions. '¢ 2. Windows, doors, and skylighla certified as meeting leakage requlraments. §l3. Component R-wlues & U-factors labeled as certlfled. ~ 4. No roof Insulation Is Installed on a suspended ceiHng with removable cenlng panels. ~ 5. 'Other' components have supporting documentation for proposed U-Factors. 6. Insulation Instaffed according to manufacturer's Instructions, in substantial contael with the surface being insulated, and in a manner that achieves the rated R-value without compressing the insulation. AJI/tfJ 7. Stair, elevator shaft vents, and other outdoor air Intake and exhaust openings in the building envelope are equipped with rnotorized ·1' dampers. f'J/~O 8. cargo doors and loading dock doors are weather sealed. :Jj f'o-9. 9. Recessed lighting fixtures inslallad In the building envelope are Type IC ratad as meeting ASTM E283, are sealed with gasket or caulk. o 10. Building entrance doors have a vestibule equipped with closing devices. Exceptions: D Bunding entrances with revolvlng doors. Project Title: 8'x 10' Chromatograph Building Report dela: 01/11/12 Data filename: C:lDocuments and Settlnge\rschHttlMy OoclJmentsICOMcheckl55-oAD-11098(8x10 CHROM BLoG).eeI< Page 1 of2 .,.. Doors that open directly from a space less than 3000 sq. ft. In area . . Section 4: Compliance Statement Compliance Statament; The proposed envelope design represented In thl8 dooument Is consistent with the building plans, specifications 8nd other caiculaHon8 submitted with this pennlt application. The proposed envelope system has been designed to meat the 2009IECC requirements In COMchockVer.slon 3.6.0 and tooomply with the ~Iram~:"""ts Checklist. 1Jtf¥ tf, ~t!lV''ft -~f dJtp?-~tL Wilt 1}q;:L Name· Title 81g ture 0 Project TiUe; 6'x 10' Chromatograph Building Raport date: 01/11112 Data filename: C:\Documents and Sottings\rschllttlMy OocumentsICOMcheck155-DAD-ll 098(8xl 0 CHROM BLDG).cck Page 2 of 2 ~~II GEOTECHNICAL ENGINEERING GROUP April 10, 2012 Williams Midstream 1050 17th Street, suite 1800 Denver, CO 80265 Attention: Sam Herrin P: 303-260-4559 E: sam.herrin@Williams.com A 1rerraCDn COMPANY Subject: Foundation Construction Observation and Testing Review GC -Metering Building Callahan Metering Station Garfield County, Colorado Terracon Job No. AD121013 As requested, the Terracon representative observed and tested site excavation subgrade, structural fill compaction, precast footing placement and backfill compaction of the GC -Metering Building at the Callahan Compressor Station in Garfield County, Colorado on as requested, part-time basis on April 2. 2012. We reviewed our records of fill compaction in preparation of this report. In summary. our review of this structure indicates construction in conformance with our recommendations and the structural drawing number CA-SC-001 by Samuel Engineering. Inc. dated 12-22-11 (their Job 11057-03CA). We appreciate the opportunity to provide geotechnical services. be of further service, please call. Sincerely, Terracon Consultants, Inc. John P. Withers, P Engineer JPW;jw/NJ (1 copy sent) Reviewed By: Norman Johnston, Engineer Geotechnical, Environmental and Materials Testing Consultants Grand Junction -Montrose -Moab -Crested Butte -Rifle (970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com 2308 Interstate Avenue, Grand Junction, Colorado 81505 I nspection Report Page I of I COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE =< <f26 II Date Received: 14-JUN-12 Permit Number: 721846 II Contractor/HomeOwner: ELKHORN CONSTRUCTION, INC. Address: Parachute Type of Inspection: Partial Rough In Action: Accepted Comments or Corrections: Gas Chromatograph building ok electrically to occupy Inspectors Name: Norman Feck Phone Number: 877-320-9150 Date: 15-JUN-12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan SI. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 httns://www.dora.stale.eo.us/nl s/real/Fn Weh l11s11eeliol1 (;111 .Process Pape 1\/1 R170l) Permit Card POST ON SITE Garfield County PermitNO, BLCO-4-12-2426 Building and Planning Department 108 81h Sireet, Suite 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470 Issue Date: 4/6/2012 AGREEMENT Permit Type: Commercial Building Work Classification: New Expires: 1 0/03/2012 In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building department and IMMEDIATELV BECOME NULL AND VOID. Commercial Building Owner's Name: American Soda, LLP Job Address: SE1 /4 NE1/4 Sec3, T7S, R96W PARACHUTE, CO 81635-Parcel #:240902200148 Owner's Phone: 970-285-6500 Total Square Feet: 80.00 Contractor{s} Phone Primary Contractor Work Description: ~ Williams Field Services Company, LLC (303)629-8417 Ves Inspection Scheduling Code Inspection IVR Comments Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 Foundation Walls 110 Framing 115 Drywall 120 Final 125 OJ(, -'L. 7-J3-/;J. Mise 135 Insulation 160 Grout 175 Mechanical 405 UG Plumbing 605 Rough Plumbing 610 Gas 620 ADDITIONAL INSPECTIONS MAY BE REQUIRED POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED For Inspections Call: 1-888-868-5306 ~-----------------------------------------------------------------------------------------------------------------------------------------------------~': Callahan Compressor Station Vicinity Map ,ldloWn<j 21 71 , ...... J. .I. 1 .I. .J. 1 .+ CALLAHAN C.S . I .. 4 • • l .J. .L " €V @) IJOI..Hf O&it t'M , 6 /. t .... lIIm· i " i (@... ... ;r ,+ I ... Q ~ .. • , -.-. ...... :&2" '" C§:a) @) i '" .... ~ ~ ~ 19 21 ® @,T ;r , • .. .. @.I. 2$ _. (i!o) .,. .+ ® if' ,T ." ,. @10401-.u.-__ ,., _. • @@@) , • @@r. r. }1 -" • ® ,,-@-... . 2409 ~-------------------r. 7 S.-R. 96 W. T.7 S., R.96W., 6th P.M. CONDITIONS OF PERMIT BLCO-4-12-2426 American Soda, LLP/Bargath-Williams Chromatograph Building Callahan Compressor Station Parachute, Colorado 1) ALL WORK SHALL COMPLY WITH THE 2009 IBC, AND MANUFACTURERS SPECIFICATIONS . 2) ALL WORK SHALL COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) ENGINEER SHALL FIELD VERIFY STRUCTURAL FILL AND PRECAST FOUNDATION PLACEMENT. PROVIDE APPROVAL REPORT AT CO/FINAL INSPECTION. S) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION . 6) FIELD VERIFY CD.O.H. INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BATIERY SYSTEMS HAVING A LIQUID ELECTROLYTE CAPACITY OVER 50 GALLONS, OR A LlTHIUM·ION CAPACITY OF 1000 POUNDS USED FOR STAND BY POWER REQUIRES ONE (1) HOUR SEPARATION PER IBC, TABLE SOS.2.S . S) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 100S. 9) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 10) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL. \ \ 2fXJO' +/-to WEST PROPERTY UNE , \ \ \ \ '\ "-" • \ " " "-"-....... " " ....... ...... ......... • • • ....... ......... ......... • ... ---• • • • • c • • • • • • • • • D • P u u u • 'r-_. ......... ___. ...... 6t .........----.-. -_._... '* -~ _.. . ,....... _ ... .;.-., .. I f r ~ L • CALLAHAN COMPRESSOR STATION 5£1/4 NE1/4 5.3, T.7 5" R.96 W . PARCEL #2409-023-00-148 SURFACE OWNER: AMERICAN SODA, LLP _Jl-Jl-~ Pf1OPOSED ADDmONS ( /"----\ I~ \ t ooj • (0 · 0 LO D +' J § ~".-"+ '.1/_1( .,./I L!:I(_ ----------.-...--------NOT TO SCALE .. ,. .j ---~------------------- -----..------,--------------------....... -,..,....-----~-----------------11*.n\)ItwcwnlQdlfctQQjft.ldCQny~.iI.·.~'Icx. . It .. notQ Loida..neypafor'"pao"lml,d 8.iw,'pIat. OWn I ill ~ 'l'Oililalb ... frOl'h" Q:aneld Cou1ty ~.I.or me •• , No '* WIG ltV II "tade as to OWlS • .,; quo« '11' or .. or em S! 1111 ill Q tel .neui ba It II affect'''' the PlCJ:2 IItt IlIOWn. A 8 C D E F G 2 3 4 5 6 7 8 9 10 ~D~RA~WIN~G ~N-UM-BE-R. --r----------~----------~------------~------------~----------~------------~----------~---------------------------------------------------~---- ----------------------------------------------~------------------------~----------~~----------., V~I c CA -CI-001 8 GEODETIC 66'44' ~""]I_-'--PLANT W 1+00'-0" o I o on o+ Ul -0 I o o + o ~ z w "'-"< I V Ul o i'I '0 I oon o+ Z o I ... o'" o + ... 0 Uz '0 '0 N "" 0 + .... 0 . U z () o I o o + Z '"I Cf) S 0 + ... -c,) Z () , o o on T 2 1 ;.-, 1t)1 ~ .o.. -+ c,) z c;J '0 + o o + N Z N I «) 8 .0.. '+" c,) Z () , o I o on + N Z , o o o ~ '" z W 0+50'-0" 2000' +/-to WEST PROPERTY LINE ~ t5 w «'" «0: I I V V !J) Ul Ii? « 0 .... --... 0 "<.:'> «'" I l) Ul o N67°01 '27"E ""or' « I '-' :Jl o w ,~ I'" " ~ o ""' '"I" V !J) o w "«'" I V Ul o --+-,=",---+ ) --. : ~-, I ~ \ <;. W 0+20'=-=-1---1 b~~ ~~~~"" --\r---» ----[3 10" OISCHARG '" , o E/W 0+00'-0" E 0+50'-0" E 1+00'-0" LEASE PARCEl DFSCRIPTION C 2+00'-0" A PARCEL OF LAND SITUATED IN THE SE1/4 NE1/" OF SECT ON 3, TOWNSH P 7 sOU-H, RANGE 96 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLOQADO, BEI,G ~ORE PARTICULARLY DESCRIBED AS fOLLOWS: COMMENCING AT THE U.S. G.L.O. BRASS CAF AT THE EAST ONE QUARTER CORNER OF SAID SECTION 3, WHENCE T-jE ALUMINUM CAP MONUME~ T P_S 17492 FOR THE NORTHU.ST CORNER OF SAID SECIlON 3 BEARS NORT ~ 0219'09" EAST, WlTH AL_ BEARINGS CITED HEREIN RELA.TIVE THERETO: THENCE NCRTH 1107'54" WEST, A DISTANCE OF 906.58 FEET TO THE POIW OF BEGINNING; THENCE SOUTH 51'10'19" WEST, A DISTANCE Of 45.10 FEET; THENCE SOUTH 66'00'03" WEST, A DISTANCE OF 292.23 FEET: THENCE NORTH 52'01'49" WEST, A DISTANCE OF 91.60 FEET; THENCE NOR-H 30'54'09" WEST, A DISTANCE OF 106.96 fEET; THENCE NORTH 67'01'27" EAST, A DISTANCE OF 352.88 FEET: THENCE SOUTH 33'42'18" EAST, A DISTANCE OF 171.<7 FEET TO THo POINT OF BEGINNING. CONTAINING 65748 SOUARE FEET (1.509 ACRES), MORE OR LESS. NOTES: 1. COORDINATES PRCVIDED ARE BASEJ ON EXISTING SITE SURVEY. 2 ~ o \D , o , o • o • o y OIL TANKS (J), SKID EDGE --$--S \".' ~! ~ ~O: . -\\ 0 '-1;<'''' <t '" Ul'? ,(\ :::! < . U) lL..<..?1J1 ''"" ~ « > o" .'".. "u' '«" I V Ul '" ,o '0 o \ ~ cnO ~ ~.~r-~ SKID EDGE ~ E 0+58'-2" COMPRi:SSDR BUILDING < ------< ------c « ------< ------BURIED SUCTION HEADER SKID EDGE 6 E. 0+25'-0" Z ~ ~_z i i v I~ \ ~ ~ "" J~'-J~' ;0 '" Z ~v~.-1-0 ~ CIO ~_I « I « I /I X-" V ~ 8~ ~ g7 0;z,+~ 0~'WQN'0 ~g 'WQf"io) ~ 1Il!£ ' :': Zn ~ ~ 3 CORRUGATED STEEL tr8z ;;0 :: z CONTAINMEW RING Ul 8 ~~ ~~ "" ~ ~EX'S-'~G 1.OC. :'T I , ( CO~TAIN'1E~ T RING 3' CD RRUG~ TED STEEL CONTAINMENT RING _.-/I I . r E 1+ 19' II" ESD ~ => S' NEW METER RUN -'t --SWITCH ;::;-X" 0 Q ~ , PAD EL. 100'-0" on ; I I ~ , VI . ~T----~~-""":::::::::::;::;~ 1.9 ~ 8'-0",'0'-0" GENERATOR I, /I /> • \ I~ LET SEPARA TOR. ~ ___. ....,,~~ PAD __~ -::::=L_/-----_J"::::::===--=-==-:-......--------------.-.::O>:J. \ " 'QO. , ~'" O"INI"UINTL ET ~~ l~E=I~+:3~4':-:3~3:/~4'='~~~~I~" F~UEL~ G;AS ~tJg~~~~i~E~':+;2~"~-i"L~''~~~~r==d===d~==~6==~b~==b~~\ ~ S~ o~ 0,,\~ 0~ "f==1==~ ~ S66°00'03"W 292.23' IS AS· o+ /I z TYP. SKID & BLDG. T.O.C. PAD EL 100'-0" I ----_--j --------~-------------------ACCESS ROAD -----EXHIBIT A 208'-7 7/16" ---------------TOLERANCES t-------------------------------t--+-----------------+---t-_+_; CUTS, ±1/8" ANGLES: ±1/2" THIS DRAWING IS THE PROPERTY OF WiLLiAMS AND IS NOT TO BE USED fOR ANY PURPOSE OT~ER THA, THAT FOR WHICH IT IS SPECIFICALLY FU~NISHED. Williini's f(~ r---------------------- ------------------------t--+------------------------~--~--_r__; ~---------------------------~~--------------~--~-~-~ WELD ASS'V: ± 1/4' OLD DRAWING NUMBER N/A A ISSUED FOR EXHIBIT "A' 3/23/12 EMH BDS Edited By: ehermonn ---ORIGINAL DRA/IINGS BY RIVER CITY CONSULTANTS REV. DESCRIPT ON REFERENCE DRAWINGS AND INFORMATION REVISIONS DATE BY CK Mar 26, 2012 -IO:24am n. i"",. CA-O-OOl.d.q WIL.L.IAMS FIEL.D SERVICES -PICEANCE BASIN-3 4 5 6 7 8 BUILDING INFO GC/CONTRDL BULD NG AREA: 8',,0' ~ 80 SO. FT MEDIAN HE,GHT: 9 FT ELEVATION: 5,288 FEET OCCUPANCY, F-1 CONSTRUCTION, V-8 --OMPANY FA JUTY: FACILITY INFORMATION: COUNTY GARFIELD, CO ELEVATION: 5,288 FEET LA-ITUDE 39'28'06.32" N LONGITUDE: 108'05'12.32" W WILLIAMS FLD SERVICES -PICEANCE 8ASIN CALLAHAN COMPRESSOR STATION DRAWN BY; SET CIVIL SITE PLAN SCALE: DATE CREATED: UNIT NO: "' ~20'-0" 06/02/11 REVISION: A SHEET NUMBER APPROVED BY NO REQ'O: DRAWING 'lUMBER: 1 OF 1 CA-Cl-001 9 10 b il' n o ~ o z "'"N 0> "N o N I ,o 3 o o o D E F G • I" • • 1~·~-------------~-3 -------10'---------------· ----~ ...------CD CD CD -8' ..,.-------,.-.------------------------2 CD CD CD CD 2'-3" 2' _4t1 ~-2'-4"-..-! ~-2' -31t---.I 1'-71" 4 4' t CD CD CD CD CD 1 '-914 " CD CD CD CD ROOF LAYOUT DETAIL @SIGNATURE/IJATE REVISION/DATE REV 0, 11n/11 ISSUE FOR FABRICATION AI5J5Ft"" r.t II • • STATE OF COLORADO OIVISlr ~ (.. HOUSING FEB 17 2012 APPRO 0 4057 CAMELOT erR LONGMONT, CO 80504 www.hoadinc.com 35 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 iiiiii'FiLiiiiiT"-AU:,;" ,--tU14'IiiWAli!fi; "iFi· LAiniT--r.S:;:::A.36;;-t-+'B.--I 2 ~PORT ;Wiij • .8 SA-36 B 16A. TS I II. HSS ~14GA au B IiMIIK hCJe -WELD I@,';;.. t ~ NOTES: 1. WIND LOAD: 100 MPH, EXPOSURE "C" 2. SNOW LOAD: 75 PSF 3. SEISMIC: SITE CLASS B,selSeO.206, SD1 =0.047 4. INSULATION: R-21 FlAME SPREAD: <20 SMOKE DMLOPED: 150-300 _ 10'-1<-" 5. EXTERIOR SHEET IRON: AMERICAN BUILDING COMPONENTS· ·PBR" PANEL 26G4-6. FASTENERS: 12-14x1" SELF TAPPING HEX HEAD WITH 5(8·0.0. WASHER@12" O.C. 7. INTERIOR SHEElING: 14GA ELECTRO·GALVANIZED, PAINTED WHITE BUIlDING CODE: 2006 IBC. 2008 NEC 8. TYPE OF CONSTRUCTION: V-B 9. OCCUPANCY CLASSIFICATION: S·1 10. NO FIRE RATING-aUILOING MUST BE A MINIMUM OF 3D' FROM ANY OllfER SlIUCTURE CUSTOMER 1,n:E DAVIS AND DAVIS WILLIAMS BARGATH 8·x10· CHROMATOGRAPH BUILDING ROOF STRUCTURAL/TRUSS DETAIL 1siZE-----rcDWGNO JOB NO ~ 11 "X17" 55DAD1109853 55DAD11098 0 lIi~HU1L iif: CODE ~n111 SHEET S3 1 -2 -3 -4 A -HEAVY HEX NUT WI PLATE WASHER (SEE TABLE & NOTES) ~ T.O. ROUGH CONC , t (TOC) '. ., -f-. DIA HEAVY -HEX NUT TACK WELD OR STAKE THREADS A38 THREADED ROD AS SHOWN -STAKE THREADS (DO NOT WELD) HIGH STRENGTH THREADED ROD 1 :.:1 ::r; ~ tw -w-'l~~ !zl-WW "W 0(1) w <D "W I B EMBEOMENT LENGTH STANDARD i HIGH STRENGTH ROD -.--.--+_---DIA. (0) TYPE AR F-1554 GRADE 36 'A' 1/2 7 .. 5/8:. -f-_---:'c9_ 314 11 3/4 18 718 +-_-:':2:;.-_ 7/8 21 TYPE HAR F-1554 GRADE 55 'N 10 12 14 17 1 14 19 1 24 --WASHER THICKNESS 1/8 1/4 ,,-5116 !1 !!.. __ 1;:;6_ -+_ _ :2:.1.:_ --1 f-1'1-/"4 -'-f----1-7 "'---+ --2=3 =---t--.. -----1 1318 19 26 11/2 20 29 28 1112 -13/4 18 13/4 24 32 2 2114 27 ___. --'3:.7:. _ 30 41 2112 33 46 318 112 518 J DRill BIT -DIA .'S' ROD DIA. HIlTI ANCHOR ROD HIT oRE 500-SD c HAS SUPER THREADED ROD ASSEMBLY WI NUT & WASHER I D ,--..-------------,----, EMBEDMENT LENGTH --.----,-------1 STANDARD HIGH ROD '-_____ +-S_TRENGT_H-1 DRILL BIT DIA. (0) -TYPE TYPE DIA ("') EAR HEAR ~ Fy=36 KSI MIN. 11"'55 KSI MIN. I, ' f<' '8' 112 I 4 114 6 318 314 518 5 7112 718 ~31=4-r _ ~65=m. __ +-~1~0~~~~1~~ 7m 7112 11114 I-1.!/L 1 12318 12318 1 114 11/4 15 15 1112 SEE ARn-IAR RODS TABLE FOR WASHER THICKNESS 1 -FINISHED CONC TOP r -----F " , I , I ~ I t----rl --. ":-6' SCH. 40 " STEEL PIPE FILLED WITH CONCRETE 16" '" HOLE FILLED WITH CONCRETE E ANCHOR ROD DETAIL EPOXY ANCHOR ROD DETAIL BOLLARD DETAIL SCALE; NONE SCALE: NONE TYPICAl ANCHOR ROD NOTES: 1. NUTS SHALL BE ASTM A·563, GRADE C, WASHERS SHALL BE ASTM F-844. 2. AlL DIMENSIONS ARE IN INCHES. USE ANSI B18.22.11965 (R1975) TYPE B. REGULAR FOR DIMENSIONS. 3. EDGE DISTANCE SHAlL BE 5d OR 4" MIN. FOR STANDARD ANCHOR RODS; 7d OR 6' MIN. FOR HIGH-STRENGTH RODS. 4. ALL ANCHOR RODS PROJECTIONS SHOWN ON THIS DRAWING SHAlL BE MEASURED FROM THE TOP OF THE ROUGH CONCRETE AND NOT FROM THE GROUT. ANCHOR RODS SHALL BE SET WITH A TEMPLATE. CLEAN OIL AND RUST FROM ALL ANCHOR RODS PRIOR TO PLACING 5. TYPICAL ANCHOR ROD CALL-OUT SHAlL BE AS FOLLOWS: 314 AR 22" (18" +4') SCALE: NONE ROD DIAMETER I I I I l_ PROJECTION TYPE OF ANCHOR ROD .J EMBEDMENT LENGTH TOTAl L1ENGTH eH9'''''''''' ~It."/I h~/I v~f'lh 7/rlac./u,,1/1///;#It:! PRECAST CONCRETE SLEEPER ... ----. ---.--.. 2'-0" -" ----.... .j ---. -' ., ---L. __ SEE NOTE 2 DWG. CA-SC-100 -'---'-. -2'-[1' -TYPICAL FOUNDATION CONSTRUCTION DETAILS SCALE: NONE I'~~ {'A-Jf r,IIHtlAfrtm f'/,feel?l~l'If, ,P,uv,I/e HI'/2UV;/!lef!ttd A'I Co/FI#.I"//Hfl',chdn, -2'-0" OF COMPACTED TO 95% MPO COOT CLASS 6 (OR SIMILARlCRUSHED STONE AGGREGATE OR WE L·GRADED & CONDITIONED NATIVE SOIl. -~. ------1 F I G 1 H EARTHWORK AND CONCRETE CONSTRUCTION NOTESLSPECIFICATION A. GENERAl SITE INFORMATION r "'-".. r 1. DESIGNCODE~IBC-2009 ; OCCUPANCYCATEGORY~II.GARFIELDCOUNTY. CO. /' <~e __ 1 --1-fl..J I 11 .". 2. SNOWLOAD~ 40 psI; (ROOF SNOW); Is~ 1.0 ./C,. A"ACU"C.(7 le..lT~':::' 3. WIND SPEED ~ 90 mph ; EXPOSURE ~ 'C' ; I w~ 1.0 " '" 4. SITE CLASS ~ 'D' , ..."..'.:. ::-:..A.>-_ ...-' 5. SEISMIC DESIGN PARAMETERS; Ss= 0.361 ; 5 OS= 0.38 J' SEISMIC DESIGN CATEGORY (SOC) = 8'''-~ 10 S,=0.075 ; S01=0.12 " E . B. EARTHWOf!K AND FOUNDA TlQN COHST~UCTION 1. FOUNDATION CONSTRUCTION AND SITE PREPARATION METHODS SHAlL FOLLOW RECOMMENDATIONS OUTLINED IN GEO-TECHNICAl REPORT NO. AD114033 PROVIDED BY TERRACON. SPECIFIC REQUIREMENTS ARE AS FOllOWS: A. FOUNDATION SYSTEM: SHAlLOW SPREAD FOOTINGS ON 2'-0' OF COMPACTED STRUCTURAl FILL. ON-SITE SOILS ARE SUITABLE FOR STRUCTURAl ALL B. FROST DEPTH: 36' C. SOIL COMPOSITION: APPROXIMATELY 30'-0" OF SOFT TO MEDIUM STIFF SANDY CLAY 2. EXCAVATION AND BACK FILL: A FOLLOW SPECIFIED RECOMMENDATIONS OUTLINED ON PAGES (4 TO 10) OF THE REFERENCED ABOVE GEO-TECHNICAl REPORT. B. ENTIRE AREA AROUND EACH FOUNDATION MUST BE THOROUGHLY PROBED FOR UNDERGROUND PIPE. CONDUIT. HIGH PRESSURE LINES, ETC. BEFORE ANY EXCAVATION BEGINS. C. STRUCTURAl BACK-FILL SHAll CONSIST OF COOT CLASS 6 CRUSHED STONE AGGREGATE. IT SHAlL BE PLACED IN 6" MAX. LIFTS. STRUCTURAl FILL IN FOUNDATION AREAS SHOULD BE COMPACTED TO 95% OF THE ASTM-1557 MODIFIED PROCTOR DENSITY. 3. SUB-GRADE CONDITIONS SHOULD BE INSPECTED BY A GEO-TECHNICAL ENGINEER PRIOR TO PLACEMENT OF ANY CONCRETE. STRUCTURAL FILL SHAlL BE INSPECTED AND TESTED. C. CONCRETE 1. ALL CONCRETE WORK SHAlL CONFORM TO THE REQUIREMENTS OF ACI301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS LATEST EDITION. TO ACI·318-08 BUILDI~G CODE REQUIREMENTS FOR REINFORCED CONCRETE. CONCRETE STRENGTH TEST SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF ACI-318. CHAPTER 5. 2. CONCRETE AND REINFORCEMENT SHAlL BE DESIGt£ll AND PLACED IN ACCORDANCE WITH THE ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI-318-08. ACI·305 "HOT WEATHER CONCRETING" AND ACI-306 "COLD WEATHER CONCRETING" SHAlL BE FOLLOWED. 3. CONCRETE PARAMETERS SHAll BE AS FOLLOWS: F FREEZING THAWING F1 EXPOSURE CATEGORY & CLASS C S P CORROSION SULIFATE PERMEABIUTY PROTECTION EXPOSURE LEAN CONCRETE SHALL BE (f' e) 1500 ~i f 'e AT CEMENT 28 DAYS TYPE 1 4500~1 [ 1I I W/C RATIO 0.45 AlR CONTENT 4.5% TO 7% MAX SLUMP ALLCONC. 4' TO 6' 4. AGGREGATES SHAlL BE CRUSHED STONE CONFORMING TO 'SPECIFICATION FOR CONCRETE AGGREGATES' ASTM C33. 5. WATER USED IN MIXING CONCRETE SHALl CONFORM TO ASTM C1602. OTHER PROVISIONS NlA 6. REINFORCING BARS SHAlL BE DEFORMED, INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO ASTM A615 INCLUDING SUPPLIEMENTARY REQUIREMENTS SI. GRADE 80 (420 MPA). FIELD SPLICES AND DEVELOPMENT LENGTH SHAlL COMPLY WITH THE FOLLOWING SCHEDULE, UNLIESS NOTED OTHERWISE. \ . . TEL TEL TlS TlS f-R_E_B-A;RcS""IZ-E+_H:D;-L_t-..:T;; :O:P--+..:O;.T:;H-;;E=R--: f-.:T.;O:.:P.-j_ OTHER ~ 7 ~ 19 ~ m r---~#5 -r-~8 ·--~~31 _r~24~ -r-~40 -t-~31~ ___ ~~=_-r-~10,--+_~3~7--r_~2~8-t--~48~t_~3~7~ B 12 ~ ~ ' ro ~ 1--__ ~~~+-~1~3--~~62~~-4~~7- -t-~8~O -.-1-1~6~2~ #9 15 70 ~ 91 I 70 #10 17 78 60 102 I 78 #11 19 87 67 113 I 87 REINFORCEMENT SHAlL BE INSPECTED BEFORE CONCRETE IS PLACED WHERE A TEL = TENSION EMBEDMENT LENGTH TLS = TENSION LAP SPLICE LENGTH HDL = HOOK DEVELOPMENT LENGTH B. "TOP" BARS ARE ALL HORIZONTAl BARS SO PLACED THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE C. ALL BARS THAT ARE NOT "TOP' BARS ARE "OTHER" BARS 7. CONCRETE PROTECTION FOR REINFORCEMENT -ClEAR DISTANCE FROM FACE OF CONCRETE TO BAR SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: A. CONCRm DEPOSITED AGAINST GROUND OR VOID FORM: 3' B. CONCRETE SURFACES EXPOSED TO WEATHER OR IN CONTACT WITH GROUND AFTER REMOVAl OF FORMS: 1 )2" FOR II,; BARS AND SMALLER, 2" FOR ~ THROUGH #18. C. SURFACES NOT EXPOSED TO GROUND OR WEATHER: W FOR SLABS AND WALLS WITH #11 AND SMAlLER BARS, 1 %" FOR BEAMS AND COLUMNS. 8. EXPANSION JOINT MATERIAL FOR EXPANSION OR ISOLATION JOINTS SHAlL BE PREMOLDED. BITUMINOUS IMPREGNATED FIBERBOARD CONFORMING TOASTM D994 . 9. JOINT SEALANT FOR ALL CONCRETE CONTROL, CONSTRUCTION AND ISOLATION JOINTS SHALL BE SIKAFLEX-1A BY SIKA CORP , OR APPROVED EQUAl. 10. GROUT USED FOR VARIOUS APPLICATIONS SHAlL BE AS FOllOWS: A. GROUT USED FOR STRUCTURAl STEEL COLUMN BASE PLATES SHALl BE PREPACKED, HIGH-FLUIDITY NON·SHRINK, NATURAl AGGREGATE GROUT SUCH AS "MASTERFLOW 713 PLUS' BY BASF (FORMERLY MASTER BUILDERS) OR APPROVED EQUAl. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALlATION. SPACE BETWEEN THE ANCHOR RODS AND OVERSIZED HOLES IN THE BASE PLATE SHAll BE FULLY GROUTED WITH NON-SHRINK GRoUTTO ASSURE PROPER SHEAR TRANSFER. GROUTING SHAlL BE PERFORMED ONE BOLT AT A TIME, WHILE OTHER BASE PLATE RODS ARE FULL YTIGHTENED. B. GROUT USED FOR GROUTING COMPRESSORS, TURBINES, LARGE PUMPS, AND OTHER RECIPROCATING OR ROTATlNG EQUIPMENT THAT REQUIRES EPOXY GROUTING SHAlL BE 'FIVE STAR HP" EPOXY GROUT BY FIVE STAR PRODUCTS, INC. OR APPROVED EQUAl. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION. C. GROUT USED FOR DRILLED AND EPOXY-GROUTED REBARS SHALL BE HIL TI HIT RE500 EPOXY OR APPROVED EQUAL. 11. VOID FORM MATERIAl SHALL BE 'SURE VOID' OR APPROVED EQUAl. KEEP VOID FROM MATERIAL DRY DURING PLACEMENT AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. VOID FORM SHALL BE BIODEGRADABLE AND CAPABLE OF SUPPORTING THE FLUID WEIGHT OF THE CONCRETE. 12. ALL WELDING PROCEDURES, INCLUDING STUD WELDING, AND QUALIFICATIONS SHAlL BE IN ACCORDANCE WITH AWS D1 ." 13. AlL SLABS SHAlL BE GIVEN A FLOAT FINISH AS DESCRIBED IN AC1301. All WALKS AND EXTERIOR SLABS SHAlL BE BROOM FINISHED AFTER CONCRETE HAS RECEIVED A FLOATANISH. 14. EXPOSED CORNERS SHAlL BE CHAMFERED "'" UNLESS NOTED. 15. CHECK ALL ELlECTRICAL, MECHANICAL AND PIPING DRAWINGS FOR EMBEDDED ITEMS (PIPE. CONDUIT, ETC.) AND BLOCKOUTS BEFORE PLACING CONCRETE. 16. IF REINFORCING OR MESH IS FIELD CUT FOR SMAlL OPENINGS, CONOUIT, ELECTRICAL BOXES, ETC. CUT REINFORCING SHAlL BE REPLACED WITH AN EQUIVALENT AREA OF STEEL AlL SUCH BARS SHAlL EXTEND 24' MINIMUM (OR MESH LAP 21 BEYOND CORNER OR EDGE OF OPENING IF NECESSARY. REINFORCING SHAll BE BENT TO PROVIDE THIS MINIMUM EMBEDMENT. MAKE ALL BARS CONTINUOUS AROUND CORNERS. 17. THE CONTRACTOR SHALl VERIFY ALL EQUIPMENT ANCHOR ROD DIMENSIONS AGAINSTTHE CERTIFIED EQUIPMENT DRAWINGS BEFORE PLACING CONCRETE. TOLERANCES FOR ANCHOR ROD LOCATIONS AND ELEVATIONS SHAlL BE AS DEFINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AlSC) CODE OF STANDARD PRACTICE. 18. ALL WATER STOP SHALL BE BENTONITE FLEXIBLIE STRIP WATERSTOP BY VOLCLAY OR APPROVED EQUAl. D. CONTRACTOR'S !!;A!lS AND METHODS 1. THE STRUCTURAl DRAWINGS AND NOTES REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. FOR THIS REASON, DURING ERECTION OF THE STRUCTURE AND/OR THE DEMOlmoN OF 11-£ STRUCTURE OR PORTIONS OF THE STRUCTURE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING TO WITHSTAND ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. INClUDING LATERAL LOADS. EXCAVATIONS, SHORING. STOCKPILIES OF MATERIALS AND EQUIPMENT, IN ADDmON TO ANY WORKER SAFETY REQUIREMENTS. SUCH BRACING SHAlL BE LEFT IN PLACE AS LONG AS IT MAY BE REQUIRED FOR SAFETY AND UNTIL ALL STRUCTURAl FRAMING AND DIAPHRAGMS ARE IN PLACE WITH CONNECTIONS COMPLETED. 2. DISCOVERY: DURING CONSTRUCTlON, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS OR AS BUILT DIMENSIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY). SUCH CONDITIONS MAY INTERFERE WITH CONSTRUCTION OR REQUIRE PROTECTION AND /OR SUPPORT OF EXISTING WORK DURING CONSTRUCTlOH, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO THE STRUCTURAl MATERIAlS OR COMPONENTS WHICH COULD JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE STRUCTURAl ENGINEER OF ANY DISCOVERY HE OR SHE IDENTIFIES THAT MAY INTERFERE WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. ~. CONTRACTOR'S COORDINATION 1. THE CONTRACTOR SHAlL VERIFY AND COORDINATE AlL DIMENSIONS AND DETAILS BETWEEN AlL TRADES, SUBCONTRACTORS AND VENDOR SUPPLIED EQUIPMENT PRIOR TO COMMENCING ANY CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL BE IMMEDIATELY NOTIFIED ANY INCONSISTENCIES RELATING TO THE STRUCTURE. FAILURE TO 00 SO SHAlL RELIEVE THE STRUCTURAl ENGINEER OF ALL CONSEQUENCES RELATED TO THE INCONSISTENCY. 2. SEE MECHANICAL, ELlECTRICAL AND OTHER DISCIPLINE'S DRAWINGS FOR ADOmONAL INFORMATION RELATING TO THE STRUCTURE. sc.<lE AS NOTED DATE ........ TITLE PROJECT NO. 1----+-_._._-------------------~~--r_~~-+----------------------~--~ -~-+-~-+~~I----------------------1_--~_t . ----------------t--+--+--+--+-+-I-·. I...---------.. ----f--I ------1-----; CLIENT. WILLIAMS FIELD SERVICES IVH~~rC-AL-~-H-AN--------------------4---1-1-05- 7-.-0-3C-A-· ~ I------f------.----------------+--1 --t----OWGNO. o eS C RIPT IO N REFERENCE DRAWINGS A I ! i NO --------OES C R I PT ION RE VISIONS 8 I I --·f--+--~~~==~~=_----------------+----I"-~ A i ISSUED FOR PERMIT ·-·------t---+--I---+-I I 12122111 TF DATE BY NO.! OESC R IPTIO N CATE BY REVISIONS c I D I DES"""'" B. VILNER 11121/11 CONCRETE GENERAL NOTES AND STANDARD DETAILS 11/21/11 ~ COMPRESSOR STATIONS .-1----I--:=:----------====;j I--::-:-:-',-----------+------i @® e.~Tvi~.~~/§o~sgineerin9, Inc. 8450 E. Crescenl ParKway Phone: 303.714.4840 IlRiIWN' T. FARRIS LOCAT1O>I GARFIELD COUNTY, COLORADO APPROVED; Greenwood Village. CO 80111 Fax: 303.714.4800 F I I DRAWING NUMBER 1--------._-_._-,------CA-SC-001 .... r----A 1 2 3 4 I ! I I t I I I, ; 1 -2 -3 -4 A I B I c I " ~~;3-,-......... ~-j 7 ~ TYPr1\.. T-. \..~ ----l'~ T I I 1 7'~fY' -_.,. --.------1-'-6-" --W.P.--N. 105'-1)' I .------I E.125'-1)' 'i ,----,---.--~ I I ' I , 0:1-----i I --.-~ ~ ---~~~S~.ClFRA!4E -1---"r 1\ .r I, ~I'_ ~ :,1 I ! i , 1 \ cp l-; 1 ! TYP ! L-l~-L~ _. c..~ ____ l cp I ~-e-T -I i_L....':'" .......l---..J-,.! CHROMATOGRAPH BUILDING FOUNDATION PLAN C6 BUILDING FRAME -, -. #5TYP -., -, .. SCALE: 112'=1'·0' I 8k TOTAL SLEEPER WEIGHT. (41< PER LIFTING LUG) ., , ' "' ~, -#eJL 1'-1)' 1'·0' ~.. .• ., . o o . , . \ . , \', 0 SECTION . LAP WITH BOnOMBARS SCALE: 314'=1'.(1' , /! ( 1 I i I ,I _--=00t' I 1 -I -;:::r I * 1 -I t I i -I ! 2i 1 D -----_. I E NOT~ 1. ALL SLEEPERS SHALL BE PRE-CAST WITH LIFTING LUG AND DELIVEREDANSTALLED AT WHEELER GULCH SITE. I ~ I z o /~ t 2. (*). FIELD VERIFY WITH THE EXISTING GRADE AND ADJUST ACCORDINGL YTO MEET REQUIRED TOC ELEVATION AS FOLLOWS: a) EXCAVATE AT THE REQUIRED DEPTH (DEEPER THAN 3'-1)') TO ACHIEVE TOC El. l00'.a" IF GRADE IS CLOSE TO 100'-ff. b) IF PRE-CAST SLEEPER PROJECTION SHOULD EXCEED 12', INSTALL ADDITIONAL SOIL AROUND THE SLEEPER TOP TO ACHIEVE 3'-0' FROST PROTECTION. c) SHALL BE 3' MINIMUM d) FINISHED GRADE SHOULD SLOPE A MINIMUM OF 1'-fY' IN THE FIRST 10''()' AWAYFROM THE BUILD~G. r-#5x Jl@9'O.C. -SEE NOTE 2 --I -(3) #5 EA. SIDE t I oUJ w'" • ' ,--I--0 ' '-0 c:, i ~ Z a: W u.. W ~Cf) '" l;,' EAR 8%' (6%'+2") 2' PROJ . INSTALL %' CLAMP WASHER AT CONTRACTORS OPTION. LIFTING LUG --' POCKET ·or.-• c...:..... .J( , SECTION SCALE: 3I4'=1'.()' (~) \ '-#5@9' O,C. 1 -F I , _1 W. 0+50'-0' i ~ L __ 01 __Z~ II _" -~ ~O'-Q' -----4-1 l i G 5> 1Il1 --;:1---, I --~I 1 , ' i z [J I I .. _..L1<Q9~.g: ___ -I ---~ -. 1 -' ~ ---~~-~ --f -. 1\' ~ " GCBUILDING I r..\ V .~ E. l+50'-ff " r [] L ~ ~ ~ H @I > 1 I I , • --_. ) ~ "+ ______ ~i __ .--:..1------'1-----11--.--+---:- -----___ ~ __ -......... . -...---------~----+i -----~I __ ~I----iI --I E 2+OO,'--,f,f__ I ---l---I --~! --! KEY PLAN SCALE: NO SCAUE 2'-0' [; I l'-Q'_ ~=~ I S' 6" : 1----1---~ · 1 ~' .' ~: _" -1 ~---_ ",..I. L...if--.-J ----1---3,1 6' 13' .-'-=-+--=---+-''--1-1 } ~--.-1 DETAIL SCALE j'=l'.()' g~ ~ -TITLE PROJECT NO . 1------1----_._---_ ._--------_ .. --.-... --.-+---+-t------.-- .-.--------+.---1'-.. -+-----j-+-j-+--+--------------.. --.. i ~ ED ' __8 . V_'L_NE_R_ ____ I--1-1/-22-11-1-1 1(1 Iml CALLAHAN 11057·03CA I--------!--·--ICUENT WILLIAMS FIELD SERVICES .:~. DRAWN, T. FARRIS 11122111 LOCATION, GARFIELD COUNTY, COLORADO ~ COMPRESSOR STATIONS ~~~~~~~=~----------------====~ 1 ___ ._ -1-_ ______ __________ __ 1--_ ---1-+---+-1---------------------+--+-. ........ -+-1-+---.-----.-.-----------I--.e-~ --------------f r-------~-----------------. -------+---Ie-+----+--If-1--~---~·--~-.. --.. · .----~ ---~-!--+-~--+·I~SS"'U~E-=D~F~O~R~P=E=R=M='T~-------·- -t---+---I A 12122111 TF OWGNO. DESCRLPT I ON O ES C RI Pll ON II OATE NO. i BY NO. DE S CRIP TION DATE SV REFERENCE DRAWINGS REVISIONS REVIS IONS A I B I c I D I -~ @® ~.'!T.i~.~~,§o~sgineering, Inc, -----------+ ['-----1 6450 E. Crescent Par1<way Phone: 303.714.4840 """""0, Greenwood Village, CO 6011 1 Fax: 303.714.4800 CHECKED: 1-----_.. ----1--APPROVED: E T F I CONCRETE ~ CHROMATOGRAPH BUILDING FOUNDATIONS G I DRAWING NUMBER REV. CA-SC-100 1-A H 1 2 3 4 I ! ! o i [ r I I I I I I I I I ~ ! r I l . f ! I 1 I \ !, ! I I I